•.r>  } .    iv'.: 


ER    MlUiKEN. 


IN  BROTHERS. 

MAIN   D        :  I  S: 
No.   I!  BROADWAY. 
Kl.  \V  YORK  CIT^ 


WORKS 

NORTH  SHORE.   E        Fl  N  ISl./    <  '  Y. 

ALSO 

»      ;W1OK    AKl'  MUYAIVI   S'l  15?  i  H:    UK^.'KLYN.N    • 
UNIT  l.D  STA'i  '        vMI  UU 

1905 


: 


NEW  YC 


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B»A 


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7- *^?«<Jl    *y 


LIBRARY 

OF   THE 

UNIVERSITY  OF  CALIFORNIA. 


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jftf.-Ju^SS?*  •?8^^f  **?E;i^ -AftS  54^^  v 


. 


THIS   CATALOGUE   CONTAINS 

USEFUL      INFORMATION      AN!)     TABLES     RELATIVE     TO 

STEEL,    IRON    AND    OTHER    PRODUCTS    FOR 
BUILDINGS   AND    BRIDGES 

PREPARED     BY 

MILLIKEN      BROTHERS, 

u 

NEW     YORK     CITY,    U.    S.    A. 


ARK.\M;KII  F<>R  THK 

ENGINEERS,    ARCHITECTS    AND    BUILDERS. 

SECOND  EXPORT  EDITION,   1905. 


:— THIS  CATAI.IM-.UK.  is  ALSO  PUHI.I>HH>  IN   SPANISH,  GERMAN  AND  FKJMH. 


This  catalogue  is  copyrighted  in  the  United  States  and  all 
foreign  countries,  and  all  rights  relative  to  the  use  of  any  of  the 
tables,  cuts  or  reading  matter  are  reserved  by  Milliken  Brothers ; 
and  all  parties  are  cautioned  against  the  use  of  the  same  without 
their  permission  in  writing. 


C'oi'N  kn.n  i    1905 
MILLIKEN    BROTHERS. 


ENTERED  AT  STAIKINKK*  HMI,    Luxunx,    1905. 


TF.MP1.F.T  SHOP. 
VIKW  SHOWING  PARTIALLY  COMPLETED  NEW  PLANT  OF  MII.LIKEN  BROS.,   STATEN  ISL/. 


V. 


POM  1C    AMI    I  A\"l'l     x||. 

An    Si  MI    WORK  DVSI..MH.    I-'IKMSIHH   AMI   KRK  i  n>   i.\    MIIIIKIN    BROS. 


IMPORTANT     NOTICE. 


In  ordering  material  from  this  book  through  any  importing  or  commission  house,  it  is  necessary  for 
you  to  advise  them  that  the  work  is  to  come  from  Milliken  Brothers  ;  and  refer  particularly  to  the  edition  of 
this  book,  as  the  sections  shown  are  liable  to  be  changed,  and  sections  made  by  other  parties  vary  from 
sections  as  shown  in  this  book. 

All  sections  of  rolled  steel  and  iron  are  sold  by  weight  and  not  by  measurement,  therefore  the  sections 
aiv  liable  to  vary  slightly  from  the  sections  as  shown  in  this  work. 

We  are  often  asked  to  send  out  general  price  lists.  In  this  class  of  material,  where  the  goods  are 
specially  designed  for  some  particular  work  and  the  character  of  the  work  varies  so  largely,  we  find  it 
impossible  to  make  any  general  price  list  except  for  raw  material,  which  is  not  manufactured.  We  therefore 
prefer  to  quote  on  each  inquiry  as  received.  The  prices  are  subject  to  change  from  time  to  time  according 
to  the  ruling  market  rates  for  raw  material;  and  all  quotations  are  subject  to  change  without  notice  unless 
specifically  stated  in  the  estimate.  All  deliveries  are  contingent  on  strikes,  delays  and  accidents  beyond 
our  control. 

6 


PREKACB. 


The.  object  of  this  catalogue  is  to  give  to  foreign  countries,  as  far  as  possible,  a  general  idea  of 
\viiat  we  are  able  to  furnish  in  the  way  of  iron,  steel  and  other  products  for  buildings,  bridges,  etc.  So 
far  as  we  know  no  other  parties  have  ever  undertaken  to  get  up  such  a  catalogue,  and  we  trust  that  this 
work  will  meet  with  general  favor 

As  you  are  no  doubt  aware,  the  standard  of  measure  in  the  United  States  is  the  English,  namely : 
the  inch,  foot  and  yard;  and  the  standard  weights  are  pounds  and  tons.  In  nearly  all  foreign  countries 
the  standard  of  measure  and  weights  is  on  the  French  metric  system ;  in  this  catalogue  we  have  used  both 
forms  so  that  parties  can  instantly  see  the  two  forms  of  measures  and  weights.  We  have  also  published 
complete  tables  so  that  the  equivalents  of  all  measures  and  weights  can  be  instantly  transferred  from  one 
system  to  the  other. 

It  is  now  a  well  known  fact  that  the  United  States  of  America  leads  all  other  countries  in  the  production 
of  iron  and  steel.  It  has  been  evident  to  our  firm  for  some  years  back  that  it  was  necessary  to  find  an  outlet 
in  foreign  countries  for  our  manufactured  product.  For  many  years  back.  England,  Germany  and  France 
have  held  and  controlled  the  trade  of  foreign  countries  in  this  product.  Prices  of  iron  and  steel  in  the  United 
States  are  much  lower  than  in  the  above  mentioned  foreign  countries,  and  in  a  number  of  instances  we  have 

7 


been  able  to  successfully  compete  for  delivery  of  our  goods  in  these  countries  direct,  therefore  we  feel  that  by 
properly  presenting  the  class  of  goods  which  we  manufacture  to  foreign  countries — that  have  no  idea  of  the 
great  variety  of  work  that  we  turn  out — we  may  be  able  to  still  further  increase  our  foreign  trade,  which  in 
the  last  few  years  has  increased  very  rapidly.  Nearly  all  foreign  countries  prefer  this  class  of  work  to  come 
from  the  United  States  for  a  number  of  reasons. 

In  the  first  place  we  are  able  to  execute  orders  much  more  quickly  than  our  foreign  competitors  • 
in  other  words,  we  turn  out  the  structural  steel  work  for  finished  buildings  in  five  or  six  weeks  from  date 
of  order,  while  it  takes  our  competitors  as  many  months  to  execute  a  similar  order,  owing  to  the  effective 
system  that  we  have  for  getting  out  our  work. 

Our  work  is  all  made  by  template  ;  that  is,  the  piece  is  first  executed  in  wood  and  then  all  similar 
pieces  are  made  from  the  same  wooden  template.  This  insures  accuracy  and  prevents  trouble  when  work 
comes  to  be  erected  at  its  destination.  This  may  seem  to  be  a  small  and  unimportant  matter  to  those  who 
have  not  had  experience,  but  the  amount  of  time  wasted  and  the  expense  of  having  to  alter  work  in  a  foreign 
country,  where  facilities  are  very  often  limited,  is  a  matter  of  no  small  moment. 

Our  system  of  marking  and  shipping  the  work  we  believe  is  also  better  than  that  of  our  foreign 
competitors.  This  makes  it  an  easy  matter  to  pick  out  the  pieces  and  properly  assemble  the  structure  after  it 
is  received.  We  feel  therefore,  that  even  at  even  figures,  the  preference  should  be  given  to  the  manufacturer 
in  the  United  States. 

The  tables  of  sizes,  weights,  etc.,  will  be  found  very  useful  in  ordering  raw  material,  and  also  to 
engineers  in  designing  their  work. 

8 


The  use  of  rolled  iron  for  structural  purposes  has  been  entirely  superseded  in  this  country  by  the 
use  of  rolled  steel,  which  is  cheaper  to  make  and  for  a  given  strength  is  much  lighter.  Parties  will 
pk-;ise  understand  therefore  that  all  quotations  and  estimates  are  based  on  the  use  of  steel  unless  otherwise 
specially  specified. 

We  can  ship  from  stock  almost  all  of  the  classes  of  raw  material  called  for  in  this  catalogue. 

Our  principal  business  is  the  manufacture  of  all  classes  of  iron,  steel  and  other  products  that  enter 
into  buildings  and  bridges,  but  as  will  be  noted  we  make  a  specialty  of  erecting  buildings  complete. 

It  is  almost  impossible  in  this  small  work  to  go  into  the  thousund-and-one  articles  that  enter  into 
the  construction  of,  for  instance,  one  of  our  tall  office  buildings,  and  considering  all  of  the  other  classes 
of  work  which  we  manufacture,  if  parties  do  not  find  in  this  work  any  special  form  of  construction  or 
class  of  material,  please  remember  we  can  probably  make  the  same  and  that  if  you  clearly  state  what  is 
desired  we  shall  be  pleased  to  make  sketches,  specifications  and  estimates  on  receipt  of  full  information. 

We  have  in  our  main  office  alone  a  force  of  about  one  hundred  and  fifty  engineers  and  draftsmen 
who  are  emploved  to  make  these  drawings  and  specifications ;  and  we  hope  that,  if  you  contemplate 
ordering  any  work  in  our  line,  you  will  allow  us  the  privilege  of  making  you  a  quotation  on  same. 


SH  A 

MANUFACTURED     BY 

MILLIKBN     BROTHERS, 

11     R  ROADWAY, 
NEW   YORK   CITY,    U.  S.  A. 


Plate  No.   1. 


Steel  Bars  standard  sizes. 


Round 


%"       Vie       '/i 
9-62.    II  II,  12-69, 


Vie         %" 


"At 


<3Ae' 


Ve~ 


'Vie 


///«" 


/•/«" 


I  Vie 


1587.   1746.   1904,     2063.     2222.     2380,    2539.     2698.     2856.     30  IS. 


10794,    Ill-It. 

S'k~ 

13334,     I 
•'M  \   \6% 


%'          Vie"      'k~       fit"        */i       "/it"       V»"       '%"        Ve"       'Vie          /'         //«'        /'/, 
-52.     //•//,  12-69.  1428,    1587.  17-46.  1904.  2063.  2222.  2380.  2539,  2698,   2856. 


Ha/ft 


un 

"/,6 


4. 

/2p(  '4, 


•fit"       *, 
1428,  /SdZi 

l'k~  I'h"  /%"  /'A' 

2380,      2539,        2856,       3174.         3491.         38  O9. 

l*/t"           IV*  2'h"  2'/i' 

4127.       4444,  5073,  57/4,          6349. 

3"  3/2'  4" 

76 19,  3889,  10159. 

All  dimensions  are  given  in  millimetres  and  inches. 


12 


Plate  No.  2. 


Steel  Bars  standard  sizes. 

Flats. 


millimetres  and  inches. 


18 


Plate  No.  3. 


Sfee/  Beams,  standard  sections. 


—  —is 

fr 

f~^ 

K 

96-73 
104-17 
111-61 


ZVT, 
73-62 


L2&!' 

513 


All  dimensions  are  given  in  millimetres,  and  inches. 

All  weights  are  given  in  kilograms  per  metre,  and  pounds  per  lineal  foot. 

All  dimensions  giren  are  for  minimum  weight  of  each  section. 


14 


Plate  No.  4. 


Steel  Beams .  standard  sections. 


V 


081 ' 


20  57 


119  OS 
133  93 
126  49 
141  38 
148  62 


Ibs 

ec 
BO 

as 
H 
•cc 


1624 


\ 

q 

3  • 

12 

1047 

| 

M( 

n 

» 

\ 

0«( 

si 

• 

~2 

"TTT1 

•  '  « 

J 

K 
59 

74 

- 

« 

IN 
40 
5< 

, 

66 
81 

)« 

BS 

46 
66 

All  dimensions  are  giren  in  millimetres,  and  irches 

All  weights  are  gtren  m  kilograms  per  metre,  and  pounds  per  Until  fo«t 

All  dimensions  given  are  for  minimum  weight  of  each  section. 


16 


Plate  No.  5. 


Steel  Beams,  standard  sections. 


" 

p  r 

266' 
57-56 

',  , 

All  dimensions  are  given  in  millimetres  and  inches 

All  weights  are  given  in  kilograms  per  metre  and  pounds  per  lineal  foot 

All  dimensions  given  are  for  minimum  weight  of  each  section 


16 


Plate  No.  6. 


Maximum,  intermediate  and  minimum  weights  and  dimensions  of  steel  Beams,  standard  sections. 

• 

mm 

.-•    •  -.- 
inches 

we^pt  pet  '  M 
Kilogramme 

Hfeightperft 
/bs 

Width  of 
flange  mm 

Width  of 
flanQeinches 

Thicknessof 
mo  mm 

Thickness  ol 
Hreb  inches 

mm 

Oephofbeam 
inches 

Weight  perM 
fd/ogtamme 

Heightperft 
Ibs. 

Width  of 
flange  mm 

Width  of 
flanfemches 

Thicknessof 
ireomm 

Thickness  of 
ireo  inches 

148  82 

100 

184  14 

7254 

19  1 

0754 

ai  as 

SS 

14254 

5612 

208 

0822 

141  38 

95 

18262 

7192 

175 

0692 

7441 

SO 

139 

40 

5489 

n  7 

0699 

6O9S8 

24      • 

13393 

90 

181  09 

7  131 

160 

O63I 

3O479 

6696 

45 

13629 

S366 

146 

OS76 

t— 

126-49 

85 

I73TS 

' 

7( 

770 

144 

0570 

"\ 

59-52 

40 

/J 

34 

S250 

(, 

O460 

1 

1/905 

80 

1777 

? 

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too 

127 

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6  177 

161 

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3050 

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103 

79 

4087 

90 

0367 

457 

19 

19       \ 

8929 

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164  -BO 

6095 

140 

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78 

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4000 

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120 

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10417 

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IS  62 

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8/85 

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5746 

166 

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1 

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13 

95 

7130 

2807 

8S 

0337 

7441 

50 

14346 

S648 

141 

0558 

IOI  59 

4  \ 

1264 

as 

6941 

2733 

66 

0263 

6696 

45 

14096 

SSSO 

116 

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1 

1116 

76 

6756 

2660 

48 

0  190 

6250 

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5500 

104 

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0170 

Plate  No.  7. 


Steel  Deck  Beams,  standard  sections. 


All  dimensions  are  g/ren  in  millimetres  and  inches. 

All  weights  are  given  in  kilograms  per  metre  and  pounds  per  lineal  foot. 

All  dimensions  given  are  for  minimum  weight  of  each  section. 


18 


Plate  No.  8. 


Steel  Channels,  standard  sections. 


.:: 


XS' 


'  as.  ^ — -* 

°*      0633-1 
ISO-1 


All  dimensions  */»  Qiren  in  millimetres  end  inches 

All  weights  are  given  in  kilogram*  per  metre  and  poun'ds  per  lineal  foot. 

All  dimensions  gt'reti  are  for  minimum  weight  of  each  section 


19 


Plate  No.  9. 


Maximum  and  minimum  weights  and  dimensions  of  steel  Deck  Beams,  standard  sections. 

Depth  of  beam 

Depth  of  beam 

Weight  per  M.  kilograms. 

Weightier  ft  Ibs. 

Width  of  flange  m.m. 

Width  of  flange  inches. 

Thickness  of  web  m.m. 

Thickness  of  web  inches. 

m.m. 

inches. 

minimum. 

maximum. 

minimum. 

maximum. 

minimum. 

maximum. 

minimum. 

msximum. 

minimum. 

maximum. 

minimum. 

maximum. 

25399 

10 

40-5 

53-13 

2723 

3570 

13334 

139  69 

525 

550 

9-6 

160 

•38 

•63 

229*9 

P 

-,   38 

7 

M 

6         r 

-i  26 

W 

rWW- 

1/2*-47r 

I2S'77<- 

494 

507 

,  //-/^ 

—  /4 

•4-   r 

•• 

t4 

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x 

y-            >. 

20. 

1-/9 

30 

0 

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20 

15 

2448 

J/iff»a 

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600 

516 

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nil 

r 

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II 

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12380 

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Max, 

Hi 

intci 

777<?<: 

tiate 

and  minimum  weights  and  dimensions  of  steel  Channels,  standard  set 

o 

"tions. 

De 

Chan 

oth  of 
nelmm. 

Depth  of 
Channel  ins 

WeighfperM. 
MfloQrams 

Wai&htperff. 

Width  of 
flangem'yn 

Width  of 
flangemches 

Thichnessof 
web  m.m. 

Thickness  of 
web  ins. 

Depth  of 
Channelmm 

Depthof 
Channel  ins. 

WerghtperM. 
Kilograms. 

Weight  per  ft. 
Ibs. 

Width  of 
flangem.m. 

Width  of 
flangemches. 

Jhicknessaf 
web  m.m: 

Thickness  of 
webins 

38&b9  '•• 

IS 

J  81- 

86 

-  -55-00  - 

96W 

3818 

20-77 

08/8 

203  19 

8 

24-18 

1625 

61-97 

2-433 

10-15 

0-399 

380-99 

16 

7441 

5000 

9448 

3720 

1828 

0720 

203  19 

8 

2046 

13 

75 

5961 

2347 

7-87 

03O7 

380-99 

IS 

66-96 

4500 

9/99 

3622 

IS79 

0622 

20319 

8 

1674 

II 

25 

5740 

2260 

658 

0-220 

38099 

IS 

59-52 

4000 

8950 

3524 

1330 

0524 

17779 

7 

2939 

1975 

6382 

25/3 

1607 

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38095 

IS 

5208 

3500 

8701 

3426 

1081 

0426 

177-79 

7 

2567 

17  25 

61-21 

2-408 

134-6 

O528 

38095 

IS 

49 

II 

3300 

3400 

10  15 

0400 

17779 

21-95 

14 

76 

5849 

2303 

1067 

0423 

30475 

12 

5952 

4000 

8681 

3418 

M2! 

O75Q 

17779 

~\  7 

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20 


Plate  No.   10. 


Steel  Angles,  equal  legs,  standard  sections. 


All  dimensions  are  Qiren  in  millimetres  ana  inches 

All  weights  are  &i*en  in  fntograms  per  metre  and  pounds  />•/  /">»•/  fool 

All  dimensions  given  are  for  minimum  ure,ghr  of  each  section. 


21 


Plate  No.  11. 


Maximum  intermediate 

and  minimum  weights  and  dimensions  ofstee/Ang/es  of  standard  sections. 

Equal  legs. 

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Plate  No.   12. 


Steel  Angles,  unequal  legs,  standard  sections. 


• 


All  dimensions  are  given  in  millimetres,  and  inches 

All  freights  are  &iren  in  kilograms  per  metre  and  pounds  per  lineal  foot. 

AH  dimensions  given  are  for  minimum  weight  of  each  section. 


Plate  No.   13. 


Maximum,  intermediate  and  minimum  weights  and  dimensions  of  steel  Angles  of  standard  sections. 

^^ 

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24 


Plate  No.   14. 


5/ee/  Tees,  standard  sections. 
Equal  legs. 


I  ^CyJ 


All  dimension*  »t«  firemn  millimetres  and  mchtl 

All  mights  tie  fire"  in  kilobit  ms  per  metre  tnd pounds  per  linetl  fool 


25 


Plate  No.   15. 


3174 


*l 


535  K. 

36    Ibs. 


S/ee/  Tees,  standard  sections. 
Unequal  legs. 


>//« 

iy.  47 
4J4 


*<3, 


288K. 
I  9  Ibs 


^Dn 

rvyh-jf-i 


•t/f       1071  K. 
'         72  Ibs. 


Alt  dimensions  aft  given  in  millimetres  end  inches. 

All  tve/ghfs  are  £iven  in  kilograms  per  metre  and  pounds  per  finest  foot. 


997  K 
67    IbS 


2*' 
69  84  i-f 

___6i> 


8  63  K 

5  8    IbS 


26 


Plate  No.   16. 


Weights  and  dimensions  of  steel  Tees  standard  sections. 
Equal  legs. 

Size  in  m  m 

Size  in  ins. 

Thickness 

Thickness 
ins 

Wei&itperM 
Ki/ogrtma 

Weithtperft 
Ibi 

Size  in  m  m. 

Size  in  ins. 

Thickness 
mm 

Thickness 
ins. 

Wc&tperM 
ffi/ogtams 

Weight  per  ft 
loT 

ftffnge 

S'tm 

flange 

Stem 

mm 

Ftange 

Stem 

Jlange 

Stem 

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10159 
8889 
6889 
7619 
7619 
634.9 
6349 
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Size  m  m  m 

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&Stolll 

ft  fo  *» 
%/to  *t 
%A>  Kr 
Vvtolfi 
ft  *>*t 
%i*Vt 

ft  19  fa 

'/f  toy* 
y>t*fi 

**>Xt 

2321 
I78& 
1383 
1517 
1904 
1473 
1622 
1244 
1577 
1384 

156 
120 
93 
I&2 
128 
99 
109 
8-5 
I0€ 
93 

7619 
7619 
7619 
7619 
6349 
6349 
6349 
6349 
4444 
4444 

8889 
8889 
6349 
6349 
7619 
7619 
6984 
6984 
3174 
3174 

3 
3 
3 
3 
2h 
2ft 
2ft 
Zfi 
1% 
1% 

3H 
3* 
2ft 
2ft 
3 
3 
2% 
2% 
/A 
/* 

1111,121 
$Sfri/-f 
95  to  III 
79to95 
9  5  to  III 
7  9  to  95 
9  5  to  III 
79to9S 
9  5  to  III 
47toS5 

f,tt»^ 
Vile  *t 
Vito  Xt 
#tro  * 
**>*• 
V«h>* 
H  to  7* 
V*to  % 
Vt  to  VH 
'/HtoTu 

1458 
1264 
1071 
907 
1071 
907 
997 
863 
535 
288 

98 

as 

72 

61 
72 
61 
67 
58 
36 
19 

Plate  No.   17. 


Steel  bulb  Angles,  standard  sections. 


All  dimensions  are  given  in  millimetres  and  inches 

All  weights   are  given  in  kilograms  per  metre  and  pounds  per  lineal  foot. 


28 


Plate  No.  18. 


Depth  of  Angle 
mm 


ZS399 
228S9 
20319 
17779 
1 52  39 
IS239 
IS239 
12699 


Weights  and  dimensions  of  Bulb  Angles. 

u 


Standard  sections. 

u 


Depth  of  Angle 


ins 


Weight  per  M 


3244 
2860 
27IS 
2669 
2045 
1830 


Weight  per  ft 
Ibs. 


26SO 
2180 
1923 
1626 
1720 
I37S 
1230 
10 


f/sr/ge  Width 
mm. 


8889 
8839 
8889 
7619 
76-19 
7619 
76-19 
6349 


f/ange  Width 


ins 


Web  Thickness  Web  Thickness 
m  m  ins 


048 
044 
041 
044 
OSO 
038 
031 
031 


Plate  No.   19. 


Steel  Z-Bars,  standard  sections. 


23-2to3l-25  K. 
15-6  to  21-0  Ibs 


^ 


3/2" 
'"SB-BIT" 


2  ?/«"»• 
f-6L8..§,3 


'      Osi 

»i 


9-97  to  12-5  K.        -2 
6-7  to  8-4  IbS.         "£ 


-  ' 

2%'  j 

'-68-r-1 


All  dimensions  are  giren  in  millimetres  and  inches. 

All  weights  are  given  in  kilograms  per  metre  and  pounds  per  lineal  foot 

AH  dimensions  given  are  for  minimum  weight  of  each  section. 


30 


Plate 


Maximum  intermediate  and  minimum  weights  and  dimensions  of  steel  Z-Bars  standard  sections. 


Tftidtness 
mm 

MfC/tness 
ms 

Actual  size  in  m.m 

Actual  size  in  ins. 

Weiihrp 

g 

Weithtpeift 

It* 

Flange 

Web 

Flange 

Flange 

Wet> 

Flanfe 

Kilograms 

634 

* 

6827 

76/9 

6827 

2 

3 

2  "/it 

997 

67 

794 

ft 

6984 

7778 

6964 

2% 

3'/>t 

2* 

I2SO 

64 

95 

127 

142 

: 

3 

s 

'» 

> 
i 
, 

6627 

6827 
6964 

7619 
77-78 
7619 

6827 
6984 
6627 
6984 

2' 
~* 
D2' 
2 

ft 

t 

(t 

l> 

3 

3 

ft    f 

t 

2 

', 

2 

- 
>,'. 

*• 

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£ 

16-6 

211 

3 

0 
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114 

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7778 

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3110 

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8102 

104-77 

8102 

31 

b 

41 

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3 

i, 

3407 

229 

794 

ft 

8254 

12693 

82S4 

3, 

1 

S 

3* 

1726 

116 

950 
III! 

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r 

8407—^ 
6S69 

^8S2 

13018 

8407 
8569 

3% 

S 

6\ 

rr 

3* 

r  r 

*£%> 

139 
16-4 

1270 

•ft 

82S4 

12699 

82S4 

3* 

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3 

t 

2448 

176 

1428 

. 

**  \l 

8407 

12852 

8407 

3* 

Stt 

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202 

1587 

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<\ 

6669 

13018 

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3* 

5* 

3 

+ 

3363 

226 

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12669 

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3 

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1304 
2063 
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till 

% 
ft 

9407 
8569 
8869 
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12852 
130-18 
V?39 
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8407 
8569 
8869 
9042 

f, 

3* 
3* 

I 

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3 

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3669 
27-tS 

260 
283 
16-6 
183 

1270 

% 

9194 

ISS57 

9194 

3* 

6* 

3  '/t 

3125 

210 

1428 

ft 

8889 

15239 

8869 

3) 

i 

6 

3* 

3378 

227 

IS87 

ft 

9042 

16392 

9042 

3V* 

ff» 

t 

3V* 

3760 

254 

17-46 

»/<* 

9194 

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9194 

3ft 

en 

3'A 

4166 

280 

1904 

ft 

8869 

15239 

8869 

J* 

6 

M 

43fO 

293 

2063 

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9042 

IS392 

9042 

3' 

y« 

Mb 

3V* 

4762 

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2222 

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9194 

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9194 

3* 

ft 

r 

3% 

5/50 

346 

81 


Plate  No.  21. 


Method  of  increasing  sectional  areas. 


The  cross  hatched  portions  repiesent  the  minimum 
sections  and  the  blank  portions  the  added  areas. 


32 


Plate  No.  22. 


Plate  No.  23. 


Plate  No.  24. 


<\j 

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43 

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is.  tx  fv  ex  t>  t>. 

CVj  <S4  Csi  f\j  CVj  CVj 


ts   ^  C»   <Vl  <V<  WJ 

jl  «£  JC  $  ji  {s 

<o  (J5  (o  <o  <«  «c 


VO   <0  >0  fs 

K  <o  ">  .-. 
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<>>  <»5  91 

IV  Cx,  IV. 


Oi 


)  0>   Ol 


O)  0>  Oi  0> 

C?553 


<>>  Oj 


Plate  No.  25. 


•     CM  'to^  xN^*-  *<o^ 

sS^S^^S 
N  °>S  ^s>  o^s: 


V  "a , 


lO^O 

*S: 

fSi  ^ 


<?>  'i 


o?>'-S 


^^^§'^5^2:^ 


Isqa^s^ 

g^co  ^•o- 

^a^s 


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D 


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K 


Plate  No.  26. 


s 


I 

S 

I 


1 


,N     H> 


3S  5* 

~<%  ^«> 


I 

1* 


^5 


Plate  No.  27. 


,Ilil^: 


lti*l*kitkli 


Plate  No.  28. 


Table  of  dimensions  for  l2"(3o*3mm)Z-Bar  Columns. 


crzi 


Thickness 

of 
matal 


B 


H 


m.m 


ins 


mm 


ins 


mm. 


•*T 


mm 


j* 


J± 


ins 


ins. 


ins 


mm. 


ins 


9S 
127 
IS8 
ISO 
222 


7* 


4&4  / 
490  S 
4616 
4762 
4826 


'9 'h 

I9\ 

19 

/ti 

19 


1ST -I 
1619 
1619 
1619 
1666 


1842 


6*8 


1746 
1746 


7'tt 

67* 


3 

41 

4 


101 

1016 
1016 
1016 
1016 


—    m 


S40 
540 
t& 
640 
S4 


98i 

920 


3% 


893 
S20 


3ft 
3% 


2794 
2794 
2794 
2794. 
2794 


II 
II 
II 
II 
II 


115 


1619 
1651 
168-3 
1714 
1746 


6'/2 

6* 
6% 
6% 


6'      6'/a~ 
Section:  4  Z-Bars  IScW-ISS'Smm.  deep. 

I  Web  Plate  2032  mm.x  thickness  of  Z-Bars . 


Plate  No.  29. 


Table  of  dimensions  forlO"(2s*  mm,)  Z-Bar  Columns. 


metal. 


B 


D 


m.m. 


m.m. 


ins. 


m.m. 


m.m. 


ins. 


m. 


ins.         m.m. 


ins. 


m.m. 


ins. 


ins. 


79 
//•I 
14-2 
174 
206 


% 
«/* 


4239 
430-2 
4222 
4  IS  3 
419-1 


l6"/» 


16% 
ISVe 


130-9 
I3S-7 
135-7 
136-7 
1405 


5 
5% 


3%, 
3* 


889 
#89 
38-9 
<J«9 
853 


3'/l 
3'/2 
36 


tJ 


47-6 
47-6 
47-6 
47-6 


82-5 
85-7 
WV 

825 
867 


3'/* 
3% 

3S/,6 

3% 


2540 
2540 
254-0 
2540 
2540 


10 
/O 
/O 

/o 
/o 


1349 
I3S I 
I4/-2 

144-4 
1476 


5V,s 
We, 
5"/'f 
5 'fa 


^. 


Section:  4  Z-Bars  I2639-/30-/7 mm.deep. 

r 

/  WebPlatel?7  79 m.m.x thickness  of  Z-Bars. 


40 


Plate  No.  30. 


Table  ofdimensions  for8'(zo32mm)Z-Bar  Columns. 

/—  i 

__ 

__ 

_ 

-i    n  i  1  n    n 

x  

r  —  i  r 

—  I 

~\ 

/•  — 

-\ 

A 

1 

r 

$•• 

• 

r<*> 

* 

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[ 

TJ 

~~~"N 

n 

A\ 

p 

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1( 

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1 

A 

—\ 

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JU 

\ 

TJ    . 
c 

' 

?> 
C 

\\ 

1  —  i 

\\ 

G: 

J 

v  L 

IJ  L 

_J 

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LJ     V_i   1  i   L_I      \i~ 

LJ 

^  

—  i 

x__ 

__x 

A 

/- 

of 

B 

c 

D 

£ 

G 

H 

i 

metal 

mm 

ms 

mm 

ins. 

mm. 

,fIS 

mm 

,na 

cs 

//»*  , 

mm 

ma. 

m/r? 

-LV>s. 

/TV"/ 

ins 

mm 

ins 

mm 

ins 

63 

'/i 

3889 

IS'fo 

104-7 

4f> 

1635 

gfc 

920 

3« 

869 

3,2 

4/6 

/» 

w 

37,e 

2540 

/o 

1079 

4* 

9S 

3937 

IS* 

I09S 

1635 

6>/* 

92C 

3* 

a»9 

3% 

476 

/J 

6 

869 

3i 

: 

2540 

/o 

III  l 

4* 

127 

38S7 

1. 

r* 

1095 

/)87 

6%, 

MO 

3% 

8S9 

3% 

476 

/:' 

i 

XM 

3  '/i 

2540 

/o 

1143 

4'/t 

158 

3776 

1 

>* 

1095 

/SJS 

6%t 

3^0 

J* 

8S9 

3t 

476 

/, 

6 

777 

30, 

2540 

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1174 

4* 

190 

3841 

IS'/» 

1143 

/fiS 

61k 

5? 

at 

869 

3% 

41* 

/ft 

909 

3V,t 

2540 

10 

120-6 

4% 

|    _J 

\i  L±3  iy  \J 

LJ     ^±U    U  U 

U 

VAD 

' 

Section:  4  Z 

*          4'/,' 
-Bars/OlS9-/04??mm  deep 

6ft 

1  Web  Plate  I6S  m  m  x  thickness  of  Z-  Bars 

II 


Plate  No.  31. 


Table  ofdimens/ons  for6"(is239m.m.)  Z-Bar  Co/umns. 


Section:  4  Z-Bars  762-77-7 m.m.  deep. 
I  Web  PI  ate  146  mm.  x  thickness  of  Z-Bars. 


42 


EXPLANATION   OF   PLATES  OF   ROLLED  SECTIONS. 


It  will  be  noticed  that  on  all  of  these  plates  the  dimensions  are  given  both  in  inches  and  in  millimetres, 
and  the  weights  arc  given  in  pounds  per  lineal  foot  and  in  kilograms  per  metre. 

Plate  \<>  i  and  Plate  No.  2  give  the  dimensions  of  the  various  bars  and  plates  that  we  are  able  to 
furnish  ;  that  is  rounds,  squares,  half  rounds  and  rectangular  plates. 

The  following  plates,  commencing  with  Plate  No.  3  and  extending  to  Plate  No.  31,  give  the  dimensions 
of  the  various  classes  of  structural  material.  The  sections  as  shown  on  these  plates  have  been  calculated  for 
the  lightest  weights  to  which  each  shape  or  pattern  can  be  rolled.  It  is  possible  to  roll  heavier  sections  as 
shown  on  Plates  Nos.  6,  9,  it,  13,  16,  18,  ?o,  22,  73,  -24,  25,  26  and  27.  This  is  accomplished  by  means  of 
separating  or  spreading  the  rolls,  the  method  being  clearly  illustrated  on  Plate  No  21. 

It  is  well  to  note  that  the  extra  heavy  sections  are  not  always  kept  in  stock  and  are  therefore  obtained 
only  by  special  rolling  which  requires  an  order  of  a  sufficient  weight  to  warrant  the  changing  of  the  rolls. 
It  is  therefore  advantageous  for  parties  ordering  to  confine  themselves  as  far  as  possible  to  the  minimum 
weights,  if  quick  delivery  is  required. 

In  ordering  rolled  sections,  it  is  necessary  that  the  order  be  clearly  written  out  to  avoid  any  misunder- 
standing. The  usual  practice,  as  adopted  in  this  country,  and  which  we  would  like  our  customers  to  be 

48 


careful  to  follow  to  avoid  any  mistakes  is  to  specify,  first,  the  number  of  pieces  wanted ;  then  the  name  of 
the  piece  required,  and  following  this  the  dimension  and  the  weight,  and  lastly  the  length  of  each  bar. 

In  describing  rounds,  the  diameter  is  given. 

In  describing  squares,  one  side  of  the  square  is  given. 

In  describing  half  rounds,  the  diameter  is  given. 

In  describing  plates,  the  width  and  thickness  are  given. 

In  describing  beams,  deck  beams  and  channels,  the"  depth  is  given. 

In  describing  angles,  the  length  of  each  leg  is  given. 

In' describing  Tees,,  the  depth  of  stem  and  the  width  of  the  flange  are  given. 

It  is  very  important  in  describing  Tees  with  unequal  legs  to  introduce  a  sketch  on  the  order,  to  give 
the  dimension  of  the  vertical  leg  and  of  the  horizontal  flange  so  no  mistake  can  be  made. 

In  describing  Bulb  angles,  the  depth  is  given. 

In  describing  Zee  bars,  the  depth  is  given  and  the  length  of  each  horizontal  flange. 

Phoenix  and  Zee  bar  columns  are  always  ordered  by  drawings ;  it  being  impossible  to  order  them  by 
any  general  description  on  account  of  the  riveted  connections,  that  is  the  cap  and  base  plates.  These  with 
any  intermediate  connections  should  be  shown  on  drawings  to  avoid  misunderstanding. 

To  clearly  illustrate  what  we  have  mentioned  above  relative  to  ordering  raw  material,  we  give  the 
following  illustration  of  how  an  order  should  read,  specifying  the  different  classes  of  material,  as  ordered 
in  feet,  inches  and  pounds. 

44 


NfMUtK  or  I'll 

6 

5 
3 

10 

4 
8 

5 

12 
12 

4 

4 


6 
4 


1  'i  K  Kirni'N. 

DIMENSIONS  ASH  \Vt 

Bars,   round 

''• 

in.  diameter 

Bars,   square 

2 

'•    square 

Bars,  half  round 

'      ' 

"    diameter 

Plates 

25 

"  x  ^«  in. 

Beams 

'5 

"  80  lbs. 

Deck  Beams 

IO 

"  35  ^s. 

Channels     • 

9 

"25  lbs. 

Angles 

6 

"  x  6  in.,  33.  i  lbs. 

Angles 

5 

"x3   "       8.2     " 

Tees       :•'--! 
Tees 

4 

4 

"x4   "      13.7     " 
"  x  3   "     10.2     " 

^-1 
Tees     j  ~J~ 

3 

"  x  4   "      10.6     " 

Bulb  Angles 

8 

"    19.23  lbs. 

Zee  Bars 

5 

"  x  3#  in.  x  3#  i 

10  ft.   6  in. 


8 
'5 

20 
26 

'4 

21 

27 

16 

8 

'5 

10 

«7 
J3 


6  " 

o  " 

10  " 

8  " 

10  " 

0  •' 
8  " 

4  " 

1  " 

2  " 


All  weights  are  given  in  pounds  per  foot. 


45 


TABLKS 

GIVING  STRENGTH  OF  STEEL  AND  IRON  WORK 

MANUFACTURED     BY 

MILLIKE^N     BROTHERS, 

11     H  ROAD  WAY, 

NEW   YORK   CITY,    U.  S.  A. 


Table  No.  1. 


Safe  Loads  in  Kit 
fors 

_r\       n     n     n     n     n     n    n  \      i 

'Ogi 

tee, 

~\ 

•ams  and  Pounds  uniformly  d/str/buted 
ff-B  earns  standard  sections. 

^         "S 

>(; 

.  C 

c 

\ 

x 

C 

, 

10 

f 

Depth  bfBea 

m 

>09i 

~8r 

/  '  / 

\ 

\ 

Depth  of  Beam  50  7-99  m.  m. 

t 

jL 
'So 

<s 

Q 

1 

r 

1 

•-V 

1 

If 

^   c, 

:£f 
'f 

5 

3  **•* 

i 

1 
§ 
1 

t 

v 

f* 

| 

i 
1 

^ 
1 

II 

ft 

«s^ 

o 

|| 

ll° 

|| 

^  \ 

S 

1 

cfc 

^ 

•^ 

^ 

§,^° 

K-S 

^ 

Cl 

|| 

^ 

^§° 

^-§ 

if 

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f 

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4^ 

to^ 

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f" 

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1 

^^ 

t 

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I 

$  " 

I 

f^ 

1 

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46 
5 
56 
6 
6-5 
7 
7-S 
8 
85 
9 
9-6 
10 

13123 
14764 
16404 
18044 
19685 
2/326 
22966 
24606 
26247 
27887 
29528 
31168 
32808 

I6I22B 
143313 
128981 
I172S6 
107484 
992/4 
92128 
85986 
80613 
76869 
71656 
67884 
64430 

73?3I 
65006 
68506 
53186 
48764 
45003 
4/789 
39003 
36565 
344/4 
32503 
30792 
29252 

IS6f32 
139050 
125/45 
1/3767 
10428'i 
96265 
89390 
83429 
78216 
73615 
69526 
65867 
62572 

70^57 
63072 
S6766 
51604 
47304 
43666 
40547 
37843 
35478 
33391 
31536 
29877 
28382 

151662 
134812 
12/331 
1/0299 
IO//OS 
93330 
86663 
80885 
75832 
71370 
67406 
63856 
60665 

6S%3 
61/50 
S5035 
50031 
45862 
4-2334 
39310 
36689 
34396 
32373 
30575 
28965 
27517 

146836 
130566 
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C  -  Coefficient  of  strength  for  maximum  fiber  stress  of  II  26  h^s  per  S(f  cm 
for  a  single  load  concentrated  at  the  centre  of  the  team  take  one  half  (£}  the  had  given  inthetab/e 

48 


Table  No.  2. 


Safe  Lodds  in  Kilograms  and  Pounds  uniformly  d/sfr/bi/ted 
forsteel I-Beams  sfdndard sections. 


Depth  of  Bt  atrrMO  &m 


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l=  Coefficient  of  strength  for  matimum  fiber  stress  of  16000  /6s  per  Sf  in 
C  -  Coefficient  of  strength  for  maximum  fiber  stress  of  I/?S  kgs  per  s<?  c  m 

For  a  single  load  concentrated  ar  the  centre  of  the  beam  take  one  half (j)  the  load gireniath*  table 


Table  No.  3. 


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C  -  Coefficient  of  strength  for  maximum  fiber  stress  of  1125  kgs.  per  sp  c.m. 

For  a  single  load  concentrated  at  the  centre  of  the  beam  take  one  half  ($)  the  loadgiren  in  the  table. 

50 


Table  No.  4. 


- 

Safe  Loads  in  Kilograms  and  Pounds  uniformly  distributed 

for  stee/I-B  earns  standard  sections. 

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C/=  Coefficient  of  strength  for  maximum  fiber  stress  of  16000  Ibs  per  sp  in. 

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Safe  Loads  in  Kilograms  and  Pounds  uniformly  distributed 

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2977 

5904 

2678 

5242 

2378 

3871 

1756 

3657 

1659 

3443 

1562 

3229 

I46S 

2103 

954 

1940 

880 

1788 

811 

35 

11-483 

8008 

3678 

7429 

3370 

6751 

3065 

5626 

2552 

5057 

2294 

4493 

2038 

3316 

1504 

3/35 

1422 

2949\ 

1338 

2769 

1256 

1803, 

8/8 

1662 

154 

1608 

694 

4 

13123 

7094 

32/8 

6499 

2948 

5905 

2679 

43ZI 

2233 

4427 

2008 

3332 

1783 

2302 

13/7 

274? 

1244 

2583 

l/7£ 

2422 

/099 

1577 

7/5 

1456 

660 

1340 

608 

45 

14-764 

6307 

2861 

B171 

2621 

5249 

2381 

4375 

1985 

3936 

1786 

3495 

1585 

2580 

ini 

2438 

1106 

22$S 

1041 

2/53 

977 

1402 

636 

1294 

587 

1190 

540 

5 

16404 

5674 

2574 

5200 

2359 

4724 

2143 

3937 

1786 

3540 

1606 

3148 

142? 

2321 

1053 

2193 

996 

206S 

937 

1331 

879 

1261 

572 

1164 

528 

1082 

486 

5-5 

18044 

5158 

2340 

4726 

2144 

4594 

1948 

3580 

1624 

321$ 

1460 

2661 

1298 

2109 

957 

1995 

905 

1876 

851 

1161 

799 

1146 

520 

1058 

480 

974 

442 

6 

19685 

4730 

2/45 

4333 

1965 

3937 

1786 

3281 

1488 

2952 

1339 

2621 

1/89 

1935 

878 

1828 

829 

1721 

181 

1614 

732 

1051 

477 

970 

440 

894 

405 

65 

2I-32S 

4365 

1380 

3999 

1814 

3633 

1648 

2994 

1358 

2722 

1235 

2418 

1097 

1785 

810 

1686 

766 

/S99 

721 

1490 

676 

970 

440 

895 

406 

824 

374 

93100 

ex 

5 

"? 

<n 
tx 

1 

rx 

§ 

^ 
o^  — 

if 

05 

1*3 

1 

v 
«9 

1 

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^ 
^ 

ex 

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Oi 

rx 

x> 

03 
PO 

ex 

<o 

* 

5 

1 

X) 

*) 
**> 

* 

<0 

^ 

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* 

X, 

4 

x 
O 

<0 

* 

X) 

* 

^ 

* 

V) 

* 

* 

* 

X) 

X) 

fc 

X) 

^ 

X3 

X3 

* 

C/=  Coefficient  of  strength  for  maximum  fiber  stress  of  I600O  Ibs.per  sy  in. 

C  -  Coefficient  of  strength  for  maximum  fiber  stress  of  II  25  k^s  per  sp  c.m 

For  a  single  load  concentrated  at  the  centre  of  the  beam  take  one  half  (i)  the  load  given  in  the  table. 

- 

Table  No.  6. 


Safe  Loads  in  Kilograms  and  Pounds  for  Phoenix  Steel  Columns. 
For  Columns  with  Square  End  Bearings.-  Segments  A. 


/WjA/7e: 
Area 


I  e*sf  Radius 

orGyration 


Sf'ttS 

:•,</      " 


ins 
mm 


Length  m 
feet 


9S42 
U483 
13)23 
14764 
16404 


46974 
45  943 
44912 
43881 
42850 


21307 
20840 
20372 
19904 
19436 


'A 


S9623 
58366 
57/09 
55852 
54595 


27O4S 
2647S 
2SS05 
25335 
24765 


D 

T 
/ss 


inlbs 


7085S 
69384 
67913 
66442 


•taao  tefct, 


32807 
32/40 
31473 
30806 
30139 


1 


ft 


-9 


•'• 
in, 


$469 
83276 
8/596 
799/4 
76232 


LTJI 

*?<9 
•«>  * 


i  M      in  Hi 


3SV38 

37^7 
3701? 
3  £24  9 


^   n     «  .  n   A   riSe&ments'Bl".             ^     ..,    ,_7 

Thickness 

ins 
mm 

\ 

64\ 

63 

pwc 

\\ 

Vie   1 

11 

•  —  • 

i 

12 

' 

A 

; 

1/42 

108 

IS8 

A:      ,-, 

sq  ms 

sqcm 

I  \ 

f/3 

403  \ 

593,, 

I 

68, 

774 

/ 

864 

954 

Least  Radius 

ins 

95 

A         204 

\ 

209 

2l 

1 

.    / 

218  1 

223 

ofGyration 

mm 

495 

508  1 

518 

53  4 

i 

541 

A 

,553 

566 

Length  in 

Length  in 

Safetodtt 

'Stfetoad 

lafeLoad 

EmnEgw 

We  Load 

Safeloa/l 

S&feLoad 

••    ,  j 

••• 

.•t 

$9&lO6d 

^mttS" 

Safetoad 

Safeload 

SafeLoad 

metres 

Seer 

inlbs 

in  Kg 

••  ft: 

in  Kg 

E 

in  Kg 

mlbs 

"'' 

mil 

: 

in  Kg 

inlbs 

inKt 

3 

9842 

8/724 

37070 

99736 

45240 

1/7921 

53489 

U6IO+ 

6/736 

154506 

70083 

$02 

78362 

191/33 

86697 

35 

11483 

80419 

36478 

98159 

44525 

116/25 

52674 

134095 

60825 

152275 

69071 

170364 

77276 

188486 

85496 

4 

/3/23 

79101 

35880 

96582 

43810 

114329 

S/8S9 

132083 

599/2 

150044 

68058 

1679/9 

76/67 

185839 

84295 

45 

14764 

77783 

35282 

95005 

43095 

112633 

5/044 

130071 

59000 

/478I3 

67045 

I6S479 

75060 

183/62 

83094 

5 

16404 

76465 

34684 

93428 

42380 

110737 

50229 

128059 

58088 

/45S82 

66032 

f63039 

73953 

180545 

81893 

ft 

18044 

75147 

34086 

91851 

41665 

108941 

49414 

126047 

57176 

/4335I 

6SOI9 

160599 

72846 

177898 

80692 

6 

19685 

73829 

33483 

90274 

40950 

I07I4S 

48599 

124035 

56264 

14/120 

64006 

158/59 

7/739 

175251 

79491 

65 

2/325 

725/1 

32890 

88697 

40235 

105349 

47784 

122023 

55352 

138889 

62993 

155719 

70632 

172604 

78290 

7 

22966 

7/193 

32292 

87/20 

39520 

103553 

46969 

1200/1 

5*440 

/36658 

6/980 

153279 

69525 

169957 

77089 

75 

24606 

69873 

3/694 

85543 

38805 

WI7S7 

46154 

117999 

53528 

134427 

60967 

150839 

68418 

167310 

75888 

58 


Table  No.  7. 


Safe  Loads  in  Kilograms  and  Pounds  for  Phoenix  Steel  Columns. 

1/71 

( 

<J 

mn 

S 

with 

Squ< 

3  're  End 

B 

Go 

>/V 

n 

^ 

'• 

P 

^\\ 

^ 

Segr 

nenf. 

s  Bt 

?; 

' 

3     1 

Thicknes 

J. 

ins. 
mm. 

* 

« 

y/ 

F 

75 

% 

9-5 

\, 

252 

\\ 

y 

<2 

; 

'/ 

t 

/ 

1-2 

K 

158 

Area. 

sq  ins. 

7-4 

9 

0-6 

JL\ 

13 

8 

/6 

4 

/7\ 

sq.cm. 

F7\_\ 

0 

J 

603 

78-7 

ffy 

$ 

93 

1096 

LeastRadiL 

« 

ins. 

2-39 

Z43 

7-48 

257~ 

T6I 

, 
266 

ofGyratioi 

7. 

m.m 

607 

677 

63 

64 

652 

662 

675 

Length  in  i 

en 

ethin 

SafeLoaa 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoaa 

SafeLoad 

^afaLoad 

SafeLoad 

SafeLoad 

SafeLoad 

metres. 

feet. 

inlbs. 

mKg. 

in  Ibs. 

inK 

in  Ibs. 

in 

af 

inlbs 

nKg. 

inlbs. 

i 

iKg 

inlbs. 

in  Kg. 

inlbs. 

inKfc. 

3 

9-842 

96/94 

43633 

117098 

531/5 

138119 

62650 

159326 

72269 

180421 

8/838 

201515 

91406 

222706 

1010/8 

35 

h  '483 

94975 

43080 

I/S643 

52455 

136435 

61886 

157417 

7/404 

178301 

80876 

199192 

90352 

220193 

99878 

4 

13-123 

93756 

42527 

114188 

5/795 

/  3475  1 

61124 

IB55/0 

70540 

17.6181 

79913 

196869 

89298 

2/7680 

98738 

4-5 

14764 

92637 

4/974 

1/2733 

SI/35 

133067 

6O36I 

153603 

69675 

174061 

78951 

'94546 

88244 

215/67 

97598 

5 

16404 

9/318 

41421 

11/278 

50475 

13/383 

59598 

151696 

688/0 

17/941 

77989 

192223 

87/90 

212654 

96458 

ss 

18044 

90099 

40868 

103823 

49815 

129699 

56835 

149789 

67945 

169821 

77027 

189900 

86136 

2/0141 

953/8 

6 

19685 

88880 

40315 

108368 

49/55 

1280/5 

58072 

147882 

67080 

167701 

76065 

'87577 

85082 

207628 

94/78 

65 

2I-32S 

87661 

39762 

106913 

48495 

126331 

57309 

145975 

66215 

165581 

75103 

'85254 

84028 

205115 

93038 

7 

22966 

86442 

39209 

105458 

47835 

124647 

56546 

144068 

65350 

163461 

74141 

182931 

82974 

202602 

9/898 

7-5 

24606 

85223 

38656 

104003 

47175 

122963 

55783 

142/61 

64485 

16/341 

73/79 

180608 

8/920 

200089 

90758 

a 

26247 

84004 

38103 

102648 

46515 

121279 

55020 

140254 

63620 

IS922I 

72217 

'78258 

80866 

197576 

89618 

8-5 

27887 

82786 

3755O 

101093 

45855 

119595 

54257 

138347 

62755 

IS7IOI 

7/265 

'75962 

798/2 

I9S063 

88478 

Table  No.  8. 


Safe  Loads  in  Ki/ograms  and  Pounds  for  Phoenix  Stee/  Co/umns. 
For  Co/umns  w/th  Square  End  Bearings. 


ll\^\\ 

i-—  —  XL        i  N. 

SegrrietiteC' 

'— 

P 

zi  r 

Thickness 

* 

4fc 

i    i    * 

fb 

Vti 

1 

i 

4 

tf 

V, 

mm. 

63 

79 

as 

III 

'? 

' 

i 

42 

is  a 

. 

sif  ms 

10 

IZ-I 

141 

16 

n  i 

1 

9 

/i 

W 

2/3 

sqtm 

645 

79-1 

9,0 

(09  i 

"6 

' 

i 

14/3 

Least  Radios 

ins 

284 

288 

?'S3 

197 

\  \ 

3 

y/ 

3 

96 

Sir 

ofGyrafion 

mm. 

721 

73'l 

744     1 

7S4 

-fi 

1 

r?7 

73  ff 

Length  in 

Lr 

.•'"'  i 

SffeLoc, 

i 

Afeloaa 

StfeLoad 

'iafetoad 

Safttpadpttelpgit 

WelMd 

*,%£* 

WcLoaa 

5 

metres 

feet 

inlbs 

mKg 

inlbs 

'"fy 

1 

nibs 

in  Kg    r  inlbs 

inlbs 

*/^  — 
""% 

mlbs 

£S 

3 

9842 

13/5/4 

59654 

IS7985 

71661 

184522 

83698  2IIOS7 

95734 

237629 

107787 

253648 

116063 

280352 

127/66- 

35 

11483 

130110 

590  17 

156324 

70908 

182619 

82835 

208911 

94761 

235246 

106707 

25/152 

113921 

277643 

I2S937 

4 

13123 

128706 

58380 

IS4663 

70/55 

180716 

81972 

206766 

93788 

232867 

105627 

248656 

112789 

274934 

124708 

4-5 

14764 

J27302 

S7743 

153002 

69402 

1788/3 

81109 

2046/9 

92815 

230486 

IO4S47 

246/60 

11/657 

272225 

123479 

S 

I64O4 

/2S898 

57106 

IS  1341 

69649 

1769/0 

80246 

202473 

91842 

228/05 

103467 

2436(4 

IIOS2S 

2695/6 

f222SO 

55 

18044 

124494, 

56469 

149680 

67896 

175007 

73383 

200327 

90869 

22S724 

1023/87 

241168 

109393 

26680") 

J2I02I 

6 

19  685 

J23090 

55832 

148019 

67/43 

173104 

78520 

198181 

89896 

223343 

101307 

239672 

108261 

264098 

119792 

65 

21325 

121686 

5S/9S 

I463S8 

66390 

17/201 

77657 

J9603S 

88923 

220962 

100227 

236176 

107129 

261389 

/I8563 

7 

22966 

120282 

54558 

144697 

65637 

169298 

76794 

193889 

87950 

2/8581 

99147 

233660 

105997 

258660 

117334 

75 

24606 

/I8878 

53921 

143036 

64884 

167395 

7593  / 

191743 

86977 

216200 

9S067 

231164 

04865 

2S597/ 

/I6IOS 

8 

26247 

117474 

53284 

141376 

64131 

165492 

75068 

/89S97 

86004 

2/3819 

96987 

128688 

03733 

253262 

114876 

85 

27887 

JI6070 

52647 

139714 

63378 

163589 

74205 

/8745I 

85031 

211438 

95907 

226192 

WtWI 

250553 

/I  3647 

9 

29528 

114666 

S2OtO 

138053 

6262S 

161686 

73342 

185305 

840S8 

209057 

94827 

223696 

tows 

247844 

/I24I8 

95 

31/68 

113262 

SI  37  3 

136392 

61872 

159783 

72479 

183159 

83085 

206676 

93747 

22/200 

00337 

245/35 

IIII89 

10 

32808 

11/858 

60736 

134731 

611/9 

157880 

71616 

181013 

82/IZ 

204295 

92667 

218704 

9920S 

242426 

109960 

/OS 

34449 

II04S4 

SO099 

133070 

60366 

/5S977 

70753 

178867 

81139 

201914 

91587 

216208 

98073 

2397/7 

108731 

II 

36039 

IO905 

•) 

49462 

131409 

59613 

154074 

69690  176721 

SO/66 

I99S33 

90S07 

113712 

96941 

23700  S 

I07S02 

.Vi 


Table  No.  9. 


Safe 

Loads  in 

Kilograms  and  Pounds  for  Phoenix  Steel  Co/umns. 

For 

Co/umns 

wifh  Square  End  Bearings. 

\i 

n 

7 

~\ 

"/\»~ 

Segments  O. 

1XHD  F 

7^ 

^ 

\ 

77? 

Ch 

ness. 

Uns 

i 

'/e 

/ 

* 

13 

fie 

% 

I 

f 

I'/e 

/'/* 

\  i 

mm. 

174 

L 

IS 

~0 

20V  [ 

222 

2i 

••* 

28-S 

31-7 

|    J 

L_ 

\  \  i 

*' 

so  ins. 

2 

t-3 

\ 

2 

" 

\ 

z 

3-6 

30-6 

34-t 

3v  a 

427 

~\ 

J 

Y7 

sirea. 

y 

^ 

, 

'M 

17 

" 

?4 

1845 

329 

"" 

331 

22 

*s 

343 

2503 

357 

2755 

n 

n 

Lea. 

•ft 

Radius, 

ins. 

V7 

oft 

W 

ation. 

fri.m. 

803 

81-3 

823 

83-6 

848 

88-4 

907 

\ 

n 

v/ 

Leni 

{f/Hf> 
'tf£S~ 

Le 

ngthin 

lafeLoad 

Safeioad 

SafeLoad 

SGfeLoad] 

SafeLoad 

Safeioad 

Safeioad 

Safe  Load 

Safeioad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoaa 

\  ' 

\~j 

\i 

mt 

feet. 

inlbs. 

in  Kg 

inJbs.- 

Jin 

inJbs. 

in  Kg. 

inlbs. 

isKg 

in  Ids. 

in 

fa: 

inlbs. 

Eg 

in  Ibs. 

inK£. 

J    L 

\  —  ^ 

- 

3 

9842 

307031 

139267 

333748 

/S/385 

360567 

163551 

381421 

I7S732 

44/074 

200068 

495128 

224S8S 

549082 

249059 

35 

11-483 

304/05 

137940 

330607 

149961 

357232 

162038 

383896 

174133 

437161 

198293 

4908S8 

222648 

544474 

246369 

•--, 

4 

13-123 

301179 

136613 

327466 

148536 

353897 

160525 

380371 

172535 

433248 

1965/8 

486S88 

220711 

639866 

244879 

4-6 

14764 

298253 

13S286 

324325 

I47III 

350562 

159012 

376846 

170936 

42933$ 

194743 

4823/8 

218774 

535258 

242789 

5 

16-404 

295327 

133959 

32/184 

145686 

347227 

157499 

373321 

169337 

42S422 

192968 

478048 

216837 

530650 

240699 

s-s 

/8044 

292401 

132632 

3/8043 

144261 

343892 

155986 

369796 

167738 

42/509 

191/93 

473778 

2/4900 

526042 

238609 

6 

19-685 

289475 

13/305 

314902 

142836 

340557 

154473 

366271 

166/39 

417596 

1894/8 

469508 

2/2963 

521434 

236519 

- 

&S 

21-325 

286549 

129978 

31  1761 

I4I4II 

337Z22 

152960 

362746 

164540 

413683 

187643 

465238 

2/1026 

5/6826 

234429 

7 

22-966 

283623 

I2Q6BI 

308620 

139986 

333887 

IS/447 

359221 

162941 

409770 

185868 

460968 

209089 

5/2218 

232339 

. 

75 

24606 

280697 

127324 

305479 

138561 

330552 

149934 

355696 

161342 

40585? 

184093 

4S6698 

207162 

5076/0 

230249 

8 

26-247 

277771 

125997 

302338 

137136 

327217 

148421 

3521  71 

159743 

40/944 

182318 

452428 

2052/5 

503002 

228159 

8-5 

27887 

274845 

124670 

299197 

1357  II 

323882 

146908 

348646 

IS8I44 

398031 

180543 

448158 

203278 

498334 

226069 

9 

29528 

271919 

123343 

296056 

134286 

320547 

145395 

345/21 

156545 

3941/8 

178768 

443888 

201341 

493786 

223979 

9-5 

31-168 

268993 

122016 

292915 

132861 

317212 

143882 

341596 

IS4946 

390205 

176993 

439618 

199404 

489178 

22/883 

10 

32308 

266067 

120689 

289774 

131436 

3/3877 

142369 

338071 

IS  3347 

386292 

175218 

43634S 

197467 

484570 

219799 

10-5 

34443 

263141 

119362 

236633 

130011 

31.0542 

140856 

334646 

IS  1748 

382379 

173443 

431078 

I95S30 

479962 

217709 

II 

36-089 

260215 

1/8035 

283492 

128586 

307207 

139343 

331021 

160149 

378466 

17/668 

426808 

193593 

475354 

2/5619 

1 
1 

56 


Table  No.   10. 


Safe  Loads  m  Kilograms  and  Pounds  for  Phoenix  Steel  Co/umns. 
for  Co/umns  with  Square  End.  Bearings. 


n 


V 


n 

i  n 

~P 

[X 

"  i—  " 

•Segments  t. 

CT 

3 

I] 

Thickness 

ins 

'A 

£ 

r  . 

ft 

1  '''* 

r* 

.( 

Vt 

~ 

mm 

63 

7 

9    ' 

.9J 

/>•/ 

/i 

7 

11 

i 

ise 

Area 

sqins 

i 

65 

1   1 

9-1 

i 

7 

247 

j  i  "•* 

-. 

i  i 

US 

SlfCO 

sycm 

106* 

li 

3? 

/J5 

, 

j 

«w 

17 

'9 

y- 

9 

21(1 

ieasffed/i/s 

ins 

I 

20 

A    \ 

. 

25 

4 

'9 

4  34 

n  f 

436 

1 

*, 

14$ 

i  —  ' 

ofCyration. 

/nm 

1066 

1079 

108 

$ 

I/O! 

in 

3 

B 

t 

1137 

Length  in 

/(?"Ar'/  /'; 
f^et 

Sefeload 

lafeloai 

Safeloatt 

^afgLofd 

sn 

lo»d 

SafelaiO 

••'.'••  .';«.-/ 

±1  ft  Load 

SjfeU 

'  i 

'.,•* 

Lotd 

i' 

•ivad 

Sa 

/, 

DM 

Safelootl 

WfTaa3 

metres 

inlbs 

""# 

in  166 

in 

,nlbs 

inKfi 

inlbs 

'""? 

inlb 

"5 

,' 

M 

i 

nibs 

,nKA 

3 

3  8*  <! 

22/564, 

100503 

256701 

1/6438 

29J60S 

I3227O 

332203 

160695 

37I/3& 

1683*7 

4/1 

790 

136785 

45I2I&. 

204663 

35 

11483 

220037 

99807 

254931 

115636 

289614 

131367 

329963 

149669 

368663 

167223 

409072 

I8SSS2 

448270 

203332 

4 

13123 

2/8490 

99/05 

253/61 

114832 

287623 

130464 

327723 

I486S3 

366187 

lee/oo 

406354 

184313 

44532S 

201996 

4$ 

14764 

2/6943 

98403 

2SI39I 

114029 

285632 

I29S6I 

325483 

147637 

3637/1 

164977 

403636 

183086 

44Z380 

200660 

5 

16404 

215396 

97701 

249621 

113226 

283641 

128658 

323243 

146621 

361235 

163854 

400918 

18/853 

43S436 

199324 

55 

18044 

2f3849 

96999 

24  765  / 

1/2423 

281650 

127755 

32/003 

I4560& 

358759 

162731 

398200 

160620 

4364SO 

197388 

6 

/968S 

2/2302 

96297 

246081 

111620 

279659 

126852 

3I8?63 

I44S89 

356283 

161608 

335481 

If  93  8  7 

433345 

/966S2 

65 

2I32S 

2/0755 

95595 

2443lt 

110817 

277668 

/2S949 

3/6S23 

143573 

35380? 

I6048S 

392764 

ha/64 

43O60O 

I9S3I6 

7 

22966 

209206 

94893 

242S4t 

110014 

275677 

I2S046 

314283 

I42SS7 

35/331 

ISO362 

390046 

176921 

427655 

/33980 

75 

24606 

207661 

94/91 

240771 

I09ZH 

273686 

124/43 

312043 

14/S4/ 

348855 

/S8239 

38732* 

I7S688 

424710 

192644 

8 

26247 

206114 

93489 

233001 

108408 

271695 

123240 

309803 

140526 

34637S 

I57//6 

3846JO 

I744SS 

42/765 

191308 

85 

27887 

204567 

92767 

237231 

107605 

269704 

122331 

307563 

J39509 

343S03 

I653S3 

38/692 

173222 

418820 

189972 

9 

29  62  8 

203020 

92035 

235461 

106802 

267713 

121434 

305323 

138493 

341427 

154870 

379,74 

/7IS89 

4IS87S 

188636 

95 

31  168 

201473 

9/383 

233691 

105999 

26S722 

I20S3I 

303O83 

137477 

3389SI 

153747 

3764S6 

I707S6 

412930 

187300 

10 

32808 

199926 

90681 

23/921 

105196 

263731 

1/9628 

300343 

/3646/ 

336475 

152624 

373738 

169573 

409985 

185964 

/OS 

34449 

198379 

89979 

230/51 

104393 

261740 

II872S 

2986O3 

135445 

333999 

ISISOI 

371020 

168290 

407040 

184628 

II 

36089 

196832 

89277 

228381 

103590 

259749 

1/7822 

296363 

/34429 

33/523 

150378 

368302 

167057 

404096 

183292 

115 

37730 

195285 

88575 

226611 

102787 

257758 

1169/9 

294123 

1334/3 

329047 

I492SS 

365584 

I6S824 

40IISO 

I8I9S6 

12 

39370 

193738 

07873 

224841 

IOIS84 

25576? 

116016 

29/883 

132397 

326S7I 

148/32 

3f/see 

I64S9I 

338206 

180620 

Table  No.   11. 


Safe  Load  sin 

Kilograms  and  Pounds  for  Phoenix  Sfee/  Co/umns. 

For 

Co/u/nns 

mt-h  Square  End  Bearings. 

,  / 

n 

Z] 

3 

Segm 

H  —    » 

enfs  t. 

PI 

N 

f  ••  "..     i 

\/ 

Thi 

:A 

oess. 

f 

ns. 

7/77. 

i 

'is 

Tl 

19 

\ 
0 

'4 

ts 

20-i 

"  \\'° 

fl 

1 

a 

•4- 

• 

'Is 

~e 

f 

I'/i 

317 

r 

\  / 

. 

'3 

u< 

inS 

3 

14 

i  i 

4 

7 

1 

4. 

45. 

1 

U 

5/7 

S 

76 

635 

i 

\\l  \ 

sc, 

.c.  fi- 

Z 

34-\ 

\   2S 

8 

277- 

f 

2&1 

/ 

33 

3-S 

i 

7/3— 

4096 

/ 

L_r~^ 

\  V  / 

LeastR 

yd/us 

ns. 

4 

n 

A   \ 

f; 

'6 

it 

I 

rw 

n  \ 

473 

4 

84 

(93 

1   ( 

—  ^  i 

\   / 

ofd 

ff> 

tfton 

m.m. 

1/4-8 

IIS 

8\ 

117- 

\\  \. 

i/e3 

m 

1 

12? 

9 

I2S2 

\  \ 

\  / 

Len£ 

th 

jn 

Le 

$$'" 

SafeLoad 

Safe  Load 

6a/«l 

Lo 

u 

iS/e 

Q3d 

Slife 

oad 

SafeL 

tao\SafeLoad 

SB  ft  Load 

Safeio 

V 

Safe 

iotti 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

\  \ 

n 

\/ 

me 

tres 

inlbs 

mKg. 

,nlbs   \ 

«?/ 

'6 

r  1 

is. 

injfa  '\ 

inlbs 

m  Kg 

/"  ib^. 

- 

ml 

« 

inlbs 

i 

0/1 

f! 

tft/bs 

in  Kg 

\1 

u 

V 

1 

Tt 

96 

42 

490240 

222368 

S3&088 

24452S 

573JB6S 

2630<24 

6/9/91 

2S0864 

697797 

316517 

7779€9 

352880 

858327 

369329 

L 

\ 

V  / 

35 

1/483 

487075 

220932 

535642 

242963 

576/89 

261356 

6/53/3 

279104 

693494 

3/4565 

773284 

350755 

853258 

387030 

4 

13123 

4839/0 

219496 

532196 

24/400 

572512 

259688 

61/435 

277345 

689/91 

3126/3 

768599 

348630 

848/89 

384731 

4-6 

14764 

480745 

2/8060 

528750 

23983? 

568835 

258020 

6075S7 

275586 

684888 

310661 

763914 

346505 

843/20 

362432 

S 

16404 

477580 

216624 

525304 

238274 

565/58 

256352 

603679 

273827 

680S83 

308709 

759229 

344380 

838051 

380133 

5-5 

/6-044 

47 

ff/S 

?15/8$ 

521858 

236711 

S6148I 

254684 

£99801 

272068 

676282 

306757 

'•54S44 

342255 

832982 

377834 

6 

19-685 

47 

rxo 

2X37S2 

518412 

235148 

S57804 

253016 

595923 

270309 

€71979 

304806 

749659 

3*40/30 

827913 

375535 

6-5 

2/326 

46 

80&5 

2123/6 

&I4966 

233585 

554/27 

251348 

5S2045 

268550 

667676 

302853 

745/74 

338005 

822844 

373236 

7 

22966 

46 

4920 

210880 

5IIS20 

232022 

550450 

249680 

S8B  167 

266791 

663373 

300901 

740489 

335880 

8/7775 

370937 

75 

246O6 

461  755 

2(19444 

S08074 

230459 

546773 

2480/2 

584287 

265032 

669070 

298949 

735804- 

333755 

8/2706 

368638 

8 

26247 

458590 

208008 

504628 

228896 

543096 

246344 

B804II 

263273 

654767 

236997 

731/19 

33/630 

807637 

366339 

35 

27-887 

455425 

206S72 

&0/1  82 

227333 

533419 

244676 

576533 

26/5/4 

650464 

2SS045 

726434 

329505 

802566 

364040 

9 

29528 

452260 

205/36 

497736 

225770 

535742 

243009 

£72655 

259756 

646/61 

293093 

72/749 

327380 

797499 

36/741 

9-5 

3/168 

449095 

203700 

494290 

224207 

S3206S 

241340, 

568777 

257996 

641858 

291/41 

7I7C64 

32S2S& 

792430 

359442 

10 

32808 

445930 

202264 

430644 

222644 

528388 

239672 

564399 

25623? 

637555 

289189 

7/2379 

323/30 

78736! 

357143 

/OS 

34449 

442765 

200828 

487398 

221081 

5247  II 

238004 

56/021 

254478 

633262 

287237 

707694 

32/005 

782292 

354844 

II 

36089 

439600 

199392 

483952 

219518 

521034 

236336 

557143 

2527/9 

628949 

285285 

703009 

318880 

777223 

352545 

//•s 

37730 

436435 

197956 

480506 

2/7955 

5/7357 

234668 

553265 

250960 

624646 

283333 

698324 

31  6755 

772154 

350246 

/2 

39-370 

433270 

196520 

477060 

216392 

513680 

233000 

£49387 

249201 

620343 

281381 

693639 

314630 

767085 

347947 

58 


Table  No.   12. 


Sdfe  Loads  in  Kilograms  3nd  Pounds  for  Phoenix  <Stee/ Co/umns. 
For  Co/umns  with  Sac/are  End  Bearings. 

i     •    ^-— •  •  •  ^     i~ *        i    'i  >     •     -«^  i  -^  ^     '     -*w^^  i 


1 

"1 

1  77 

~3 

~\ 

I"/ 

\ 

f  

q—  i 

// 

r 

\ 

Segments  C 

r~~*\ 

11 

Tfrckness. 

ins 
rnm 

** 

H 

'- 

*N 

W 

,JL 

)* 

/U  ] 

to 

f 

^ 

I! 

'r 

"/« 

Area 

sqms 

54 

/L\ 

,56, 

T 

<t 

J 

.- 

2 

64 

20(4 

SfS 

2322 

3S1 

: 

y 

i 

436 

577 

« 

« 

ss: 

'C8 

'•T  ;  •  ^  i 

ins 

of 

y  •./',""-' 

r-  - 

1407 

H 

19. 

H32 

1442 

14 

• 

14 

ffS 

Length  :n 
metres 

length  in 

Sefelotj 
Inlbs 

WeLoaJ 

-  v 

•-'--  jffl 

/n.'ts. 

IB 

in 

SiQlcad 
inlbs 

Safeloed 

Safeload 
inlbs 

'tifalotd 

SaffLMd 
inlbs 

SefeLtxil 

Safeload 

inlbs. 

Stfeloaa 

Stfelaad 
inlbs 

,nKg 

3 

9842 

328387 

148954 

38/289 

172950 

435322 

197459 

488854 

221739 

542053 

245871 

595032 

269903 

648284 

294057 

35 

11483 

326667 

148/74 

3793/1 

172053 

433025 

1964/7 

486358 

220607 

5393/3 

244628 

592043 

268547 

645059 

292594 

4 

13/23 

324947 

147394 

377333 

17  II  56 

430728 

I9S375 

483862 

2,9475 

536573 

243385 

S89084 

267/91 

641834 

29/131 

45 

14764 

323227 

146614 

27S3SS 

J  70  25  9 

428431 

19*333 

48/366 

2/8343 

533633 

242/42 

68606& 

265835 

638603 

289668 

5 

16-404 

32/507 

F45834 

373377 

169362 

42fi/34 

/9329I 

478B70 

2/721  / 

53/093 

240899 

588076 

264479 

€35384 

288205 

55 

18044 

3/9767 

,4SuS4 

37/399 

/6846S 

423837 

192249 

47(371 

2/6373 

528353 

239656 

68COG7, 

263/23 

632/59 

286742 

6 

19-685 

3/8067 

144274 

369421 

167568 

4.\'54C 

191207. 

473879 

2,4947 

S2S6/3 

238413 

577D96 

261767 

628934 

28S279 

65 

2/325 

3/664'} 

f43494 

367443 

166671 

4/9243 

/30/6S 

47/382 

2/36/S 

522873 

237/70 

£79/06 

260411 

625709 

2838/6 

7 

22966 

T 

4627 

H27I4 

365465 

165774 

4/6946 

/89I23 

468896 

i/2683 

S20J33 

2SS927 

f?/tfa 

259055 

622484 

282353 

75 

24*06 

3/2907 

(4,934 

363487 

J64877 

If/4649 

188081 

466390 

2//S51 

5,7393 

234684 

see/3/ 

257699 

6I92S9 

230890 

8 

26247 

3/1/87 

(41/54 

36/503 

168980 

¥112352 

187039 

463894 

2/04/9 

SI  4653 

233441 

£65/42 

<2S6343 

6/6034 

279427 

as 

27-887 

309467 

/40374 

359S3I 

163083 

4IOOSS 

18SS97 

461398 

209267 

S//9/3 

232/98 

662159 

254981 

612809 

277964 

9 

29526 

307747 

/39S94 

357653 

,62/86 

407758 

134955 

458902 

208/55 

509/73 

230955 

559/64 

263631 

609584 

276SOI 

95 

31  168 

306027 

/388I4 

35S57S 

16/289 

40S46I 

183913 

456406 

207023 

506433 

229712 

SS6/7S 

252275 

606359 

275038 

10 

32808 

304307 

/38034 

353597 

/60392 

403164 

/8287I 

4539/0 

205891 

503693 

228469 

553/86 

2509/9 

603134 

273S76 

/OS 

34449 

302587 

137254 

3SI6I9 

/5949S 

400867 

18/829 

45/4/4 

204759 

500953 

227226 

SSOI97 

249563 

S9990S 

272112 

II 

36089 

300867 

136474 

349641 

/S8598 

398570 

180787 

44B9/6 

203627 

498213 

225983 

547208 

f  4820  7 

596684 

270649 

IIS 

37730 

299/47 

135694 

347663 

15770  / 

396273 

I7974S 

446412 

202495 

495473 

224740 

5442/9 

246851 

59345$ 

269/86 

12 

39370 

297427 

/349/4 

345685 

156804 

393976 

178703 

443326 

20/363 

492733 

223497 

54/230 

245495 

590234 

267723 

Table  No.  13. 


Safe  Loads  in 

Kilograms  and  Pounds  for  Phoenix  Steel  Co/umns. 

For 

Co/umns  w'fh  Square  End  Bearings. 

A  /I 

0 

1 

1 

n_ 

Segment*"!^    " 

'n 

P 

Tf 

T^ 

\  / 

Thickness 

ins. 

% 

V  L 

' 

*/,* 

% 

1 

/'/a 

I'A 

rfi.m. 

190 

20-6 

22\2 

254 

2 

96 

3/7 

349 

1  ' 

j 

^  —  . 

\/ 

Area. 

Sf.ms 

517 

3335 

I 

T 

,m 

58-6 

384-S 

67-4 

434  S 

75: 

' 

46 

f 

13 

S36I 

90-3 

586-4 

n 

s 

\  / 

Leasrftadius 

/ns. 

588 

59! 

s-as 

604 

\        \       \ 

6-13 

6-27 

6-32 

n 

\/ 

ofGyrstion 

m.m. 

149-3 

150-1 

151-1 

1S34 

/S5-6 

isa-z 

160-S 

l  ' 

u 

V 

Length  m 

Length  in 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLosd 

SafeLoatf 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoaa 

SafeLoaa 

SafeLoad 

v,  / 

metres. 

feer. 

inlbs 

i 

nKg. 

inlbs. 

inKg. 

inlbs. 

in  Kg 

inlbs. 

in  Kg 

inlbs. 

in 

«S 

in  Ibs 

ini 

»• 

inlbs. 

in  Kg. 

3 

9842 

702848 

3/8808 

756176 

342996 

8106/7 

367691 

917060 

415974 

1024842 

464859 

II3I9II 

5/3425 

1238390 

56/724 

35 

II-4Q3 

699387 

3/7238 

762482 

34/321 

806689 

3659/0 

912668 

4/3982 

I02000S 

462665 

1126692 

5/1058 

I23272S 

559/56 

4 

/3-/23 

695926 

3/5668 

748789 

339646 

802763 

364/29 

908277 

411990 

10/5/68 

460471 

1/2/474 

503691 

1227060 

SS6588 

46 

14-764 

692465 

314098 

745096 

337971 

798837 

362348 

303885 

409998 

10/0331 

458277 

W62S6, 

£96324 

122/395 

654020 

6 

16-404 

689004 

312528 

74/403 

336296 

794911 

360567 

899493 

408006^005494 

466083 

///>03S 

503957 

I2IS730 

561462 

65 

18-044 

S8S543 

310958 

7377/0 

334621 

790985 

358786 

895101 

4060/4W00667 

453889 

t/OSSZO 

ISO  1  590  12/0065 

648884 

6 

19-685 

682082 

309388 

7340/7 

332946; 

787059 

357005 

890709 

404022 

995820 

45/695 

H00602 

499223 

i204fOO 

5463/6 

06 

21-325 

678S2I 

3078/8 

730324 

331271 

783/33 

355224 

8863/7 

402030 

990983 

449601 

1095384 

496866 

1/98735 

543748 

7 

22-966 

675160 

306246 

726631 

329596 

779207 

353443 

881926 

400038 

986/46 

447307 

1090166 

494489 

1193070 

541/80 

76 

24606 

671698 

304678 

722938 

327921 

7,75281 

35/662 

877S33 

398046 

38/309 

445U3 

1084948 

V92I22\//87405 

6386/2 

3 

26247 

668238 

303108 

7/9246 

326246 

77/355 

349881 

S  73  141 

396054 

976472 

442919 

1079730 

4S9756V/8/740 

536044 

85 

27887 

664777 

301538 

7/S552 

324571 

767429 

348/00 

868743 

394062 

97/635 

440725 

/0745I2 

487388 

1176076 

533476 

9 

29528 

66/3/6 

299968 

711859 

322896 

763503 

3463/9 

864-357 

392070 

966798 

438631 

I06923t 

485021 

11704/0 

630908 

9-5 

31-168 

657855 

298398 

708/66 

321221 

759577 

344538 

859965 

390078 

961961 

436337 

1064076 

482654 

1/64745 

528340 

10 

32808 

664394 

296828 

704473 

3/9546 

7SS6SI 

342757 

856573 

388086 

957124 

434/43 

1058858 

480287 

1159080 

625772 

105 

34449 

650933 

295258 

700780 

3/7871 

751726 

340976 

asuei 

386094 

952287 

43/959 

IOS3640 

477920 

I/S34/5  523204 

n 

36089 

647472 

293688 

697087 

316196 

747799 

339/95 

846789 

384/02 

947450 

429765 

1048422 

4756S3 

1/47750 

520636 

11-5 

37730 

644011 

2921/8 

693394 

3/4521 

743873 

337414 

842397 

382  I/O 

9426/3 

427671 

1043204 

473I8E 

1142085 

5/8068 

12 

39370 

640550 

290548  689701 

3/2846  739947 

336633 

838005 

3801/8  937776 

426377 

'037986 

470819^136420 

SI5500 

\ 

00 


Table  No.   14. 


'Stresses  perSO/nlilOOO  I 
fata,  4 


/  auic  i//  { 

J 

aic  L 

CfCfUO  IVt 

1C.  (j 

0+qmmJ  £.~L 

?  at 

O 

wu/mis 

Mu 
57] 

c- 

- 

*$/ 
iZ6 

I1  *  ysOrfdnt, 
ff>s'over90r#t 

I 

? 

N 

D, 

D 

Jo* 
'c; 

M 

•„, 

in 

<CI 

r 

1 

SfC. 

• 

843f7 
0703 

(\ 

—J 

n 

W 

rj 

.   - 

•rjfCK 

1  '"¥ 

\ 

~i 

, 

: 

-V 

» 

V* 

i 

J" 

. 

if  /too 

\mftL_ 

J* 

A 

127 

168 

/ 

9 

>* 

* 

U/ja.xAf 

Jtxperff 

727 

978 

ties 

I37B 

1621 

weighr 

Kgperti 

1082 

I4S5 

1763 

2051 

2412 

Area 

Sq/rtS 

2/4 

288 

34* 

40S 

4770 

' 

sqcm 

1380 

1858 

224S 

2612 

3077 

ieasfffadius 
ofGyrsfion 

ins 
mm 

367 

93ft 

_J77 

r/ 

3 

IS 

951 

3*t 

S 

934 

364 

924 

Length  ro 

i  >•'./'  ""   '.'  ' 

S  ,'-  .       ,! 

toMojd 

Saleioacf 

SatLK^d 

St/'eloaa 

S*feLoad 

IM  •  , 

Safeload 

•isfrlattt 

hfcload 

metres. 

Ret 

inlbs 

'<  -•. 

irjlbs 

in  Kg 

irilbs 

in 

1:' 

ifllbS. 

inKg 

9  , 

26247 

2S668I 

l/QtSO 

3*5691 

156769 

4(757) 

169410 

485636 

220374 

S7?327 

259606 

ds 

'27887 

2S4543 

IIS4£0 

345591 

156758 

4/7573 

1694/C 

462258. 

Z167SI 

S6S44S 

256485 

4  r 

28528 

246004 

//?46 

- 

336948 

IS283S 

407482 

164933 

469$ 

ft 

2/3  /SI 

$£0ft? 

2498/5 

4? 

3/168 

241467 

109529 

628375 

148950 

997066 

reo/os 

457566 

207561 

S3(038 

?43I44 

/<? 

3  2  80S 

234930 

106564 

3/9802 

I4506/ 

38665V 

I7S383 

445i 

.  L 

20/951 

S?I334 

236474 

/OS 

34449 

228393 

I03S99 

311229 

I4//72 

376234 

170658 

432874 

I963SI 

606630 

229804 

II 

36089 

221856 

100634 

302656 

137283 

3658/8 

165933 

420528 

190751 

49/926 

223/34 

IIS 

37729 

2/53/9 

97669 

294083 

133394 

355402 

161208 

408182 

I8S/SI 

477222 

216464 

12 

39370 

208782 

94704 

2855/0 

129506 

344986 

/S6483 

395836 

17  95  SI 

462518 

209794 

I2B 

41  010 

202245 

91739 

276937 

I2S6/6 

334570 

IS/758 

383490 

I739SI 

447814 

203124 

fil 


Table  No.   15. 


Allowed  stresses  persq.  in]  1 2,00  0 1  b  s  foi  lengths  of  SO  radii  orui 
safety  factor  4:  (j7,iOO-57f  for  lengths  overSO radii. 


Table  of  Safe  Loads  forlOlzsimm)  Z-BarCo/umns. 


J843  7  Kfs.for lengths  of  90  radii  or  untie, 


Length  in\  Length  in\SafeLoad^afeLo3d^afeLoad\SafeLoaJ^afeLoact\SafeLoaij\^afeLoa^afeLoad  Safe  Loai^Safe  Load 
metres.  ,  -feet 


7 
7-S 

8 
85 

9 
551 

to 

IQ-S 

II 

11-5 

12 

12-5 


Z2966 
24606 
26247 
27887 
20-528 
31168 
32-808 
34449 
36-089 
37729 
39370 
41  010 


inlbs. 


18953686973 


1 837  20 
177366 
172212 
166458 
160704 
164350 
149196 
143442 
137688 
131934 
126180 


83335 
80725 
78115 
75S05 
72895 
70286 
67675 
65065 
6245$ 
59845 
57  235 


inlbs 


267470121324 


263039 
2SSI7I 
247203\ 


231567 


215831 
207963 
200095 
192227 
184359 


119314 
IIS745 
1/2 176 


105036 


223699  101466 


97895 
94325 
907SS 
87/86 
83616 


{•0703(17100-57 


inlbs. 


332375 


316727 
305859 


239435  / 08605  295991 134263  348006 


26638 
2665/9 
2466SI 
236783 


in  Kg 


150769 


325595147689 


143213 
J3873B 


27625S  / '26 '3/3  324566 


1/6363 
11/888 
107413 


2269/6  /02938 


inlbs. 


392277 
383/66 
37/446 
3S9726 


286/23  /29  788  336286 162539 


/ 20838  3 12846 


30//26 
289406 
277686 


77936  467d8/  2/2275 


173803 

168487 
163 1 71 
I, 


147223 
14/90? 
/3669I 


intts 


4SI26S 


S7BSS  424326  192473 


4/0856 


3839/6 
370446 


131 27S  356976 


125959  343506 1568/3 


26S9S6  120643  330036  1497 03 


4647362/0803 


204693 


437796 193583 


186363 


397386 1802S3 


/74/4S 
/68033 
16/923 


)for  lengths  over 90. 


02 


Table  No.   16. 


Table  of  Safe  Loads  for  8(?o3?  mm  )2-Bar  Columns. 


*/toiredsfres$espert<f  mlti 


L±l 


Ib&fo'/eng'hs 

o*90  r«dii  'dr 

^- 

^ 

Aligned  stte$s«  s  per  4  y  c  f 

1  843  7  Kjs  foi  -lengths  ofSOradno'  un 

wMWW 

w 

_J 

\ 

Dlf 

-' 

r  '  ' 

^070 

(I7l00-f>f)6r/»ngrf>3frtr9l 

WCT 

Thickness 

* 

63 

* 

9S 

"i 

,27 

1 

IS 

9\ 

c 

« 

\  n\ 

W    Aft 

Haptifi 

393 

58 

73 

892 

IM4 

\  \  i 

na/gfir 

lift** 

,,3 

" 

,7 

1 

863 

216 

/096 

263 

1327 

3/9 

tf/9 

J  UziUu  i 

, 

s'yins 

tea 

sqcm 

729 

1103 

1412 

I69e 

2058 

Least  Radius 

ins 

247 

257 

255 

252 

263 

ofGyration 

mm 

627    \ 

652 

647 

64 

668 

length  in 
metres 

.'••/•'  i 
fief 

Safeloea 
inlbs 

Safeload 

SafeLoad 
inlbs 

SafelMO 
inlbs 

SafeUuo 

safeioM 

mlbs 

Safe  Load 
mKgs 

Safelawt 
mlbs 

SafcLaad 

S-A 

18045 

/35S94 

6ISOS 

20S/60 

93060 

262634 

1/9130 

315458 

143091 

362791 

tf? 

#633 

6 

19685 

I3IS7S 

69662 

202649 

91921 

258681 

1/7337 

309014 

140168 

382H6 

J73327 

65 

2I32S 

126443 

67364 

ISS/77 

88532 

249038 

112963 

297314 

134061 

368498 

J67/SO 

7      . 

12-966 

I2I3II 

SSQ26 

J8770S 

85143 

239395 

108588 

2856/4 

I29SS3 

354880 

160973 

75 

2 

4  €06 

It  6179 

5269* 

180233 

81754 

229752 

104214 

273914 

124246 

341262 

154798 

8 

26247 

II  1047 

SO  370 

172761 

78365 

220/09 

99840 

262214 

118939 

327644 

148622 

85 

27887 

/OSS/5 

46O42 

165289 

74976 

210466 

96466 

2505/4 

/I3632 

314026 

142446 

9 

29628 

100783 

46  7 

14 

1678/7 

7/687 

200823 

91092 

238814 

108 

•3?S 

300406 

136270 

95 

31-168 

95651 

43386 

{6034$ 

68198 

191180 

867W 

227/J4 

103018 

286790 

I3O094 

10 

32809 

905/9 

4IOS8 

142673 

64809 

181537 

82344 

2/5414 

97711 

273172 

123918 

105 

3 

4-449 

85387 

38730 

I3S40I 

61420 

171894 

77970 

2037/4 

92404 

2S9S54 

117742 

II 

36089 

802SS 

36402 

127929 

58031 

I622SI 

73596 

/  820  14 

87097 

245936 

111666 

IIS 

37729 

75/23 

34074 

120457 

S4642 

IS2608 

69222 

180314 

81790 

232318 

IOS390 

. 

12 

39370 

69 

A*/ 

31746 

1/2985 

5/253 

142965 

64648 

1686 

* 

76483 

218700 

99214 

Table  No.   17. 


Table  of  Safe  Loads  for  61/52  39  m.m.)  Z-Bar  Columns. 


bsfor 
Si]  for 

'engths  oi  '90  radii  o 
lengths  overgOrad 

ru 

>Ar. 

\J 

u 

Aiio* 
J    safef> 

ec/6 
'fac 

fre 

tor 

ssesf. 
4: 

er 

sqcr 

1 

343- 
070 

'Kfs.forJ 
5(l7lOO- 

engths  of 
57})  for  It 

TA\ 

\ 

K 

The 

hness. 

ins. 
m.m. 

tf 

J 

* 

fc 

79 

3i 

i 

95 

^ 

II 

, 

» 

127 

% 

,4-2 

Wo  i  A  hi 

It&perft. 

317 

39-8 

462 

543 

599 

679 

rrelgfrr. 

HgsperU. 

472 

592 

687 

808 

891 

101 

. 

syins. 

331 

11-7 

136 

16 

176 

20 

flrea. 

sqcrn. 

60 

75-4 

877 

1032 

1135 

129 

LeastRadius 
ofGyration. 

ins. 
m.m. 

,86 

47-2 

rtiO 

492 

/<88 

477 

193 

49 

/•SO 

482 

/95 

495 

Length  in 

Length  in 

SafeLoad 

Ssfeioa 

d 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoad 

SafeLoaa 

SafeLoad 

SafeLoad 

Safeload 

metres. 

feet. 

inlbs. 

mKgs. 

in  Ids. 

inKt 

>s 

inlbs. 

inKgs. 

inlbs. 

inK&s 

inlbs. 

inK&s. 

inlbs. 

inKf>S. 

4 

13-123 

111600 

SQ62I 

140245 

63616 

163122 

73992 

191954 

87070 

2IIII2 

9S760 

239942 

108837 

4- 

14764 

108479 

43206 

137639 

62433 

159333 

72273 

189778 

86083 

207190 

93981 

238280 

108083 

S 

16404 

102864 

46659 

130730 

59299 

IS  121  3 

68590 

I8047& 

81863 

196789 

89263 

226767 

102861 

S 

> 

18-044 

97249 

441/Z 

123821 

56/65 

143093 

64907 

I7lt?3 

77643 

186388 

84S45 

2I52S4 

97639 

6 

19-685 

9/634 

4I66& 

116912 

£3031 

/34973 

6/224 

161870 

73423 

I7S987 

79827 

203741 

92417 

65 

21325 

86019 

3SOI6 

110003 

49897 

126853 

57541 

IS2567 

69203 

166686 

76/09 

192228 

87195 

7 

22966 

80404 

36471 

103094 

46763 

1/8733 

53858 

143264 

64983 

I5SI8S 

70391 

180716 

81973 

7-5 

24606 

74783 

33924 

96/85 

43629 

1/06/3 

SO/75 

133961 

60763 

144784 

65673 

169202 

76761 

8 

26247 

69174 

31377 

89276 

40495 

102493 

46492 

124658 

56643 

134383 

60955 

IS7689 

71529 

85 

27-887 

63559 

28830 

82367 

37361 

94373 

42809 

II53SS 

S2323 

123982 

56237 

146/76 

66307 

9 

29628 

57944 

26283 

75458 

34227 

86263 

39/26 

106052 

48103 

II3S8I 

S/S/9 

134663 

6/086 

64 


Table  No.   18. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds 

t 

for 

. 

A 

/ 

1 

- 

Homed  sfresses 
nforofSffyy 

f:  Mm  la  it  ffi 

inlb 

9r~ 

M 

•.- 

$/*/ 

J 

j.inch 

i 

/*- 
8C 

. 

i—  , 

y  / 

| 
7 

1 

t 

''OUHL 

I 

f  Cast  Iron 

ID) 

Coi 

'umns. 

ofi 

/•        « 

NC 

4\- 

r»e 

(i 
I 

»r 

,  • 

ti 

'' 

J  ; 
o'l 

1 
P 

fressi 

M0 

»  /»* 

\n  mt 

V  in  Ki/os 

r 

& 

.-••'• 

D 

cm. 

M 

A 

r 

/ 

IT  Outside  d/am  of  Co/utnn  <3S5Smm. 

\ 

, 

n  \ 

dt  diam  of 

'foJumn 

_J 

3o/m.m. 

0] 

u^ 

ill 

ij« 

408 
2636  { 

\     ' 
254  \ 

V*  ' 

u 

* 

318 

AJ9 
/* 

4444 

673, 

1% 

4864 

sot 

7S4 
2 

Aie, 

£ 

2839^ 
254 

CJ 

3484 
317 

' 

•• 
. 

4j04 
361 

Pf 

u 

444 

728 

^L 

H 

5_09_ 

ft 

-  .  ... 

•• 
mm 

317 

hicta 

u  "" 
mm 

/ 

' 

Length 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load. 

Safe  Load 

Length 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Feer 

g* 

Ibs 

figs. 

/6s 

Q* 

#5 

«F 

Ibs 

Kg* 

/6s 

Uettes 

Feet 

Kjs 

Ibs 

£ 

Ibs 

KgS 

/to 

Kgs 

Ibs. 

It* 

Ibs 

4      1 

J/23 

160 

353 

196 

4 

1 

13) 

•00 

&82 

285] 

6S/ 

\\ 

4 

13123 

I7& 

rj& 

215 

• 

fa 

• 

AW 

? 

640 

326 

7l8 

4S    /• 

4764 

154 

340 

189 

-. 

• 

223 

«/ 

2SS 

261 

185 

628 

\\    , 

44 

14764 

170 

375 

709 

to 

746 

,W 

? 

- 

620 

3/6 

696 

5      I 

<>404 

149 

328 

182 

4" 

M 

<'.• 

245 

540 

274 

605 

\v 

f\ 

16404 

163 

362 

202 

444 

238 

^ 

272 

539 

306 

672 

65    1 

9044 

143 

314 

I7S 

• 

j 

M 

454 

235 

5t9 

?H 

580 

\ 

Sf 

18044 

158 

349 

194 

428 

229 

&tf 

762 

578 

294 

648 

6       f. 

1-685 

137 

301 

168 

36. 

t 

197 

434 

225 

497' 

25t 

556 

6 

19685 

152 

336 

187 

4(3  \ 

220 

«flf 

752 

SS6 

283 

624 

65    2 

1325 

131 

289 

161 

XI 

183 

417 

216 

477 

242 

534 

66 

21325 

146 

JM 

180 

33( 

2/2 

467 

242 

534 

272 

£99 

7      2 

2966 

125 

275 

153 

337 

ISO 

397 

206 

454 

230 

508 

7\ 

77966 

146 

3VS 

172 

we 

?(! 

• 

447 

737 

612 

260 

574 

75    2 

4606 

119 

263 

147 

to 

m 

379 

t9f 

fV 

2$0 

405 

M 

.4.   . 

134 

?4/t  1 

IKf 

V 

.1 

- 

AJQ 

? 

. 

40  / 

VJI 

ua 

8      2 

6247 

114 

250 

139 

307 

164 

360 

187 

413 

310 

462 

_ 

n 

re?47 

129 

284 

158 

348 

188 

410 

2/3 

470 

739 

527 

85    i 

7881 

108 

238 

133 

292 

156 

344 

178 

393 

200 

440 

85 

27887 

123 

271 

151 

333 

178 

392 

204 

449 

228 

504 

9 

29527 

118 

259 

144 

318 

170 

376 

184 

429 

218 

481 

Table  No.   19. 


Allowed  strg&es  // 


Safe  Loads  in  Thousands  of/fi'/ogrdms  and  Pounds 

for 


u 


tor  of  daft 

//<?. 

"1 

1 

z 

f] 

^ 

ound-Casf  Iro 

d 

2 

dfymJin  /i 

irhf, 

1 

\\ 

'ertgrhj 

n  if 

c/>es 

Y\ 

b 

N 

\ 

L 

\l 

/ 

? 

'Outsit 

fa  diai 

77. 

ofC 

olumn.  J 

OWm, 

77. 

\ 

[ 

± 

sq 

n$. 
•m 

1 

7/i 

2&S 
\  

2229 

343 

1 

2723 

42-2 

3192 

49* 

363-5 

564 

V 

405-3 

628 

ins. 

I 

/# 

If! 

1% 

2 

Jhicknes. 

/77./T7. 

19-0 

25-4 

31-7 

381 

444 

508 

Length. 

Safe  Load 

Safe  Load. 

Safe  Load. 

Safe  Load. 

Safe  Load 

Safe  Load. 

Metres 

feet 

Kgs. 

Ibs. 

tfgs. 

Ibs. 

K£S. 

ff 

K$s. 

Ibs 

(3& 

QS- 

£* 

-/Ay. 

35 

'1-483 

104 

228 

/35 

297 

164 

36? 

193 

425 

219 

484 

245 

539 

4 

'3-123 

99 

218 

129 

284 

158 

347 

185 

407 

t/b 

464 

235 

517 

45 

'4-764 

95 

208 

123 

172 

/SI 

332 

M. 

389 

201 

443 

224 

494 

5 

'6404 

90 

198 

117 

259 

143 

3/6 

168 

370 

191 

422 

213 

470 

5-6 

18044 

86 

188 

III 

246 

136 

300 

160 

352 

182 

4ill 

203 

447 

6 

IH685 

81 

179 

106 

733 

129 

28\ 

> 

151 

333 

172 

390 

192 

423 

65 

21-325 

76 

163 

100 

221 

122 

26, 

\ 

143 

3/5 

163 

359 

181 

40I\ 

7 

22966 

73 

160 

95 

208 

IIS 

2Sf 

I3S 

298 

W 

340 

172 

379 

7-5 

24-606 

68 

151 

89 

197 

103 

240 

128 

282 

148 

321 

162 

358 

8 

26247 

6S 

143 

84 

186 

103 

227 

121 

266 

131 

303 

IS3 

338 

Metres. 


s/f.mi. 
sqcm  2432 


254 


Length. 


4 

45 

5 

S-i 

6 

65 

JJ 
75 
S 
B-S 


Feet. 


3-12, 

'4-76- 

640' 

18044 

19685 

2/32. 

Z2-966 

24606 

2624 

27-88'i 


'3  Outs  id 

377 


d-  d/arn.  in  met* . 
L-  length  in  metn 

?  diam.  ofCo/umn.  330 £ 


Safe  Load. 


Ibs. 


3/9 
306 
293 
280 
267 
254 
241 
104  229 
217 
206 


2976 
31-75 


46-t 


Safe  Load. 


m 

,70 

163 

I5S  1 

118 

141 

134- 

727 

m 

us 


/390 
375 
353 
343 
327 
311 
296 
281 
266 
252 


38-1 


542 
I'A 


Safe  Load 


208 
200 
191 
183 
174 
I6G 
157 
149 
14-2 
134 


Ibs 


4S8 
440 
421 
402 
384 
365 
347 
330 
313 
296 


3990 
44-4 


Safe  Load 


Kgs. 


237 

228 

218 

208 

199 

189 

180 

171 

161 

154 


Ibs 


523 
602 
481 
4S9 
438 
417 
396 
376 
357 
338 


Safe  Load 


264 
254 
244 
233 
222 
211 
201 
191 
181 
167 


/6s. 


584 
561 
537 
514 
489 
466 
443 
420 
390 
378 


(ifi 


Table  No.  20. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds 

A  1  loured  stresses  in  Ibs  per  sq  inch\  1  •  /ot>%9 
factor  of  Safety  6.                       \     aJa  jj 

n    n     n     m           n   / 

Allomed  stresses  m  Kilos  persa  cm)       281 

Round  Cast  Iron  Columns.              ,  f«*«***».            \  t*&» 

i 

•  /ttfM 

~ 

refits 
che* 

1 

ill 

^Outside  fJ/'e 

v 

m  of 

c, 

y/ffu 

VL\I 

254mm  r3 

N 

\ 

D 

n 

f—\ 

d-  dan>  ir>  mttm 

***»»**• 
/rOutsidediam.  of  Column  273  4  i 

D 

nm. 

E 

4* 

It 

L 

I82£ 

283 

1213 

* 

tsa 

,, 

LL 

4S3S 

323  8 

502 

*J 

?^ 

ISSS 

241 

7026 

ff/f 

2471 

3f3 

448 

X*4 

sea 

3f4S\ 

5S5 

§ 

JS 

?A 

Er 

Mi 

']f4f 

A 

508 

2 

flWtnfl 

.  mi. 

•    • 

ja 

% 

J54 

/ 

»7 

r 

38J 

/* 

HlJe! 

m. 

2 

tanj 

Safe  Load 

Safe  Load 

Safe  Load. 

Safe  Load 

Safe  Load 

Safe  Load 

Length 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

H-rres  Fes' 

Kgs 

Ibs 

Kgs 

IbS 

Kgs 

Ibs 

Kgs 

IbS 

Kgs 

Ibs 

Kgs 

Ibs. 

He/res 

Fett 

"8s 

its 

Kgs 

Ibs 

ft 

Ibs 

ft 

Ms 

Kgs 

/6s 

ft 

Ibs 

35 

1/483 

80 

176 

104 

229 

126 

277 

146 

323 

166 

366 

184 

405 

35 

11483 

at 

20? 

119 

263 

145 

320 

170 

375 

193 

426 

214 

473 

4 

13123 

75 

167 

98 

216 

119 

.' 

•-.' 

:< 

$6~ 

r 

384 

v\ 

' 

< 

->• 

113 

ISO 

138 

305 

162 

357 

184 

406 

204 

460 

45 

14764 

71 

157 

92 

203 

112 

.' 

n 

(9 

i 

288 

'48 

92t 

361 

\\ 

4S 

,4  W 

••' 

-: 

10ft 

;.- 

131 

289 

153 

338 

174 

384 

194 

427 

5 

16404 

67 

147 

86 

191 

105 

. 

i 

Z 

269 

138 

30S 

338 

V 

5\ 

16404 

78 

'72 

102 

nt 

274 

145 

320 

166 

364 

183 

404 

SS 

18044 

62 

131 

81 

178 

98 

' 

t 

< 

t 

-• 

129 

$ 

3/6 

\ 

SS 

18044 

74 

162 

96 

in 

117 

258 

137 

302 

155 

343 

173 

380 

6 

I968S 

58 

128 

76 

167 

92 

::. 

107 

. 

-•• 

121 

26 

> 

139 

296 

$ 

I968S 

'• 

JS3 

96 

199 

110 

243 

129 

284 

146 

323 

162 

358 

SS 

2/32S 

54 

120 

71 

156 

86 

189 

/Of 

| 

V 

113 

24 

1 

IX 

276 

6-a 

2/32S 

t.' 

144 

85 

ifi 

IC4 

228 

121 

267 

138 

303 

153 

337 

7 

22366 

51 

III 

66 

145 

80 

f76 

93 

I 

• 

105 

232 

if? 

257 

7| 

22366 

61 

M 

80 

176 

\37 

214 

114 

251 

129 

285 

143 

316 

75 

24606 

47 

104 

61 

136 

74 

164 

67 

1 

92 

98 

217 

109 

240 

7-f 

146K 

56 

127 

•- 

166 

Fl 

202 

107 

236 

122 

268 

135 

298 

8 

26247 

44 

91 

57 

126 

69 

Mi 

6t 

r?s 

32 

202 

0)2 

224 

ff^- 

26247 

S4  . 

119 

70 

ISS 

86 

189 

100 

222 

114 

252 

127 

279 

8-S 

21881 

SI 

112 

66 

146 

81 

178 

94 

208 

107 

73S 

119 

262 

Table  No.  21. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds 

for 

"VH&j 

-tresses 

'nib 

— 

ersj. 

neb] 

t 

0000 

-jr- 

n 

-^ 

wri 

d  Cast  Iron  Columns.  c^\ 

'  —  i  iWwcpol  stresses  in 

HI/OS,  per 

St, 

N 

cm 

N         /^^ 

\factofof 
cff  diam. 

w  im  'hi  6 
in  ineht  s 

\ 

8 

70  d 

II 

b 

Uj 

Uj 

factor  of  Safety  8 

d-  diam.  in  metres. 
1=  length  in  metres. 

1 

J 

l-i- 
J 

i' 

\Vj 

6 

Out 

Sit 

1edt 

th.  of 

Co 

203'2 

m, 

\ 

a 

3' 

% 

fsic 

'e  didm  of  Column. 

LCoOm 

fc\\                        ""] 

Ar 

a 

$s 

I/O 

3 

ni 
k 

141-9 

~1\ 

Iff  03 

/ 

5 

1 

,, 

• 

™ 

221 

[ 

34*. 

243V 

377 
2 

y 

Area 

: 

fins 
jdte 

\25-l 

194 
^W 

lo 

>-ff 

25-1 

LI 

1361 

30-4 
I'Jt 

2277 

353 
I'k 

2 

399 
\Vf 

t4 

? 

™ 

ins. 

hicH 

ves. 

19 

25-4 

31-7 

361 

44.44 

SOS 

19 

254 

31-7 

381 

4444 

SO-8 

Length. 

Safe  Load 

Safe  Load 

Safe  Load. 

Safe  Load. 

Safe  Load 

Safe  Load 

Length. 

Safe  Load. 

Safe  Load. 

Safe  Load. 

Safe  Load 

Safe  Load 

Safe  Load. 

Metres 

feet. 

figs. 

Ibs. 

K$s. 

Ibs. 

ffgs. 

Ibs. 

Kgs. 

Ibs. 

Kgs. 

Ibs. 

Kgs. 

Ibs. 

Metres 

Feet. 

Kgs. 

Ibs. 

%*• 

Ibs. 

Kgs. 

Ibs. 

Kgs. 

fbs. 

Kgs. 

Ibs. 

Kgs. 

Ibs. 

25 

8202 

6S-2 

143-8 

83-9 

185-0 

101  -1 

2229 

116-8 

257-3 

1308 

28  8  S 

143-8 

3/7-1 

VA     / 

3 

9842 

724 

1598 

938 

266-7 

1136 

2504 

131-9 

2908 

149-1 

3286 

164-3 

3624 

3- 

9842 

61 

1 

134-6 

78-6 

1732 

946 

2118-7, 

109-3 

240-9 

1225 

2701 

134-6 

2368 

\\  / 

35 

11483 

68-1 

1502 

881 

192-3 

1067 

23S-3 

1239 

2732 

1400 

3088 

154-4 

3406 

3-S 

11-483 

566 

1249 

72-9 

160-7 

878 

193-6 

101-4 

2235 

113-6 

260-6 

1249 

27S4 

\  V  , 

4-\ 

13123 

636 

140-4 

824 

181-6 

99-8 

2200 

116-8 

2SS-4 

130-9 

2287 

144-4 

3184 

4 

13-123 

£2-3 

IIS5 

674 

I486 

81-2 

1790 

937 

206-7 

1050 

2317 

1165 

254-7 

\  / 

4-S 

14-764 

592 

1306 

767 

1690 

929 

204-7 

1078 

2377 

121-8 

2686 

134-4 

296-2 

4-5 

14-764 

48-2 

106-2 

61-9 

136-6 

74-6 

1646 

862 

190-1 

.96-6 

2/3-0 

1062 

2342 

\    / 
i    / 

S  I 

16404 

55-0 

1212 

7/2 

156-9 

86-2 

190-0 

100-t 

2206 

113-1 

2493 

1247 

275-0 

S 

16404 

44-3 

97-3 

56-8 

1252 

684 

150-9 

790 

1742 

886 

1953 

97\3 

2/46 

ri 

18044 

51-1 

112-8 

662 

145-9 

\80-l 

176-7 

931 

2052 

1052 

232-0 

116-0 

2558 

55 

18044 

40-6 

8S5 

52 

115-2 

629 

1387 

726 

1602 

81-4 

179-6 

895 

1374 

6 

19685 

474 

104-4 

613 

135-1 

74-3 

J63-6 

862 

1900 

97-5 

2/4-7 

1074 

236-8 

6 

19-KRf, 

a/-s 

47-8 

1064 

57-6 

mo 

66-6 

146-6 

74-5 

1643 

819 

180-6 

6-& 

21-325 

438 

966 

567 

/2SO 

68-6 

151-4 

79-7 

1758 

90-5 

198-7 

993 

2/9-1 

7\ 

0, 

O££ 

4fl  Z 

D 

r 

*>.A 

iic.  7 

ri.c 

I4D  1 

.'j 

i£?  ^ 

??./* 

Ifft-B 

9/9 

7 

n?.7 

7-6 

24-606 

37-S 

828 

486 

107-1 

588 

1297 

68-3 

150-6 

772 

170-2 

851 

187-7 

68 


Table  No.  22. 


stresses  in  Ibs  pv  stf.  inch. 
of  Safety  8 


d-  diem  m  inches. 
If  length  in  inches. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds  MO*********/*,,,™} 

for  factor  of  Safely  8 

Round  Cast  Iron  Columns.  *-.*,«> » *»». 

L*  length  in  mttres 


6  Outside  diam  of  Column 


/• 


9842 
11483 
13/23 
14764 
16-404 


diam  of  Column 


820! 

98*2 
II 48? 
1 3 123 
14164 
16404 
IP  044 


1803 
1658 
ISIS 
1378 
1250 
1131 
1026 


207-6 
1908 
1744 
1(8* 

/430 


Table  No.  23. 


Sdfe  Loads  in  Thousands  of  Kilograms  and  Pounds 

fi>r 


/oooo 


Safety  S. 

./jei 

'f3Jd 

y\ 

=r 

P 

'JO 

yuan. 

',  ua 

in  inches 

i 

i 

II 

\ 

of  fide  in 

mi 

•fits. 

V    \ 

h 

N 

I 

/ 

4"&0ufsi(/e 

355.6 

^/^ 

K 

tat 

%Tm 

3353. 

52 

4113 

6375 

4833 

fer 

^ 

53.2 

85.75 

6/9.4 

96 

Jhicl-net, 

>;£ 

ZSA 

1 

3/7 

• 

38.1 

fit 

444 

1% 

SO  8 

Z 

Length. 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load. 

Metres 

Feet 

Kgs 

Ibs. 

K£s 

/&_ 

K£s. 

Ibs. 

Kgs. 

-Ibs.  , 

gt 

Ibs. 

4 

13/23 

III 

465 

285 

570 

304 

671 

348 

767 

389 

8S8 

45 

14764 

205 

452 

251 

554 

296 

652 

338 

746 

379 

835 

5 

16404 

199 

439 

244 

538 

28? 

633 

328 

724 

367 

810 

55 

18044 

193 

42S 

236 

521 

279 

6/3 

318 

701 

356 

784 

6 

19-685 

186 

411 

228 

503 

263 

592 

307 

677 

344 

758 

65 

21-325 

180 

396 

220 

486 

159 

571 

296 

653 

332 

731 

7 

22966 

173 

382 

212 

168 

2SO 

550 

285 

629 

319 

704 

75 

24606 

167 

367 

204 

4SO 

240 

529 

275 

60S 

307 

678 

8 

26247 

160 

353 

196 

432 

231 

509 

264 

582 

295 

651 

85 

27887 

154 

339 

188 

4/4 

222 

488 

253 

559 

284 

625 

^//onect  stresses  inft//os.persq.c.m. 
factor  of 'Safety  3. 

i  = length  in  metres. 

•S-  width  of  side  in  metres. 


u 

/J>"o  Outside  381  m.m. 

[\\; 

Ares. 

apfas 

sqcm 

361.3 

S6 

443.5 

b'S.75 

S2Z& 

SI 

5984 

32.75 

671 

104 

s  'ns 

/ 

1/4 

f'/z 

/J/t 

2 

m.m 

?S4 

3/7 

38.1 

4444 

50.8 

Length. 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Metres 

feet 

Kgs 

Ibs 

gt. 

Ibs 

Kgs 

Ibs 

t$s 

Ibs. 

Kgs. 

Ibs. 

4 

13-123 

230 

508 

283 

623 

333 

734 

381 

841 

428 

943 

45 

14-764 

225 

495 

276' 

608 

325 

7/6 

37  Z 

S20 

4/7 

920 

5 

16404 

219 

482 

269 

592 

316 

697 

36Z 

799 

406 

896 

5-6 

18-044 

2/3 

469 

261 

575 

307 

678 

352 

776 

395 

870 

6 

19-685 

206 

454 

253 

558 

298 

657 

341 

753 

383 

844 

66 

21325 

200 

440 

245 

510 

289 

C36 

331 

7Z9 

3C9 

813 

7 

2.2966 

193 

476 

237 

52? 

779 

6/S 

320 

705 

359 

790 

75 

24-606 

IBS 

411 

229 

504 

270 

594 

309 

680 

346 

763 

8 

26247 

180 

396 

221 

486 

260 

673 

298 

656 

334 

736 

85 

27887 

173 

382 

2/3 

469 

251 

552 

287 

633 

3ZZ 

709 

9 

29-528 

167 

368 

205 

451 

241 

531 

216 

609 

3/0 

683 

70 


Table  No.  24. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds 

/ 

for 

1 

Al 

A 

<o*edsfresi 
ttorofSafa 

•es  inlb^ 

per 

S(, 

<  inch 

10 

*a 

\\ 

£ 

J 

n-if 

ware  Cast  Iron  Columns. 

--"  -       -*x. 

f        \ 

Allo 
** 

*ed  s 

'or  oft 

fress 

es  in  Kilos  per  sy  cm  \        703 

i   . 

it 

T/j 

cfies 
fe  in  jn 

*fS. 

' 

y 

[ 

UJ 

1 

| 

<• 

nnn 
f*« 

„„ 
f  jft  nvcfr 

•0) 

™ 

*-- 

92 

HfflflV 

w 

12  "v  Outside 

m 

\ 

r 

Q 

/J"o  Oufside  330  2  mi 

7. 

Q\ 

1 

*«*    £n 

\ 

337S 
*• 

283-8 

5 

3467 

p* 

t* 

4064 
LJ 

]£\ 

4£19 

7m 
~\ 

(161 

80 
7 

Lz 

Area 

?c* 

3037 

•i 
i 

' 

9 

.- 

t 

^ 

" 

E 

soa-j 

L_ 

787$ 

T 

—  f 

st+.e 

*- 

•"3. 

LJ 

M 

""  mm 

iy 

254 

317 

3 

- 

444 

508 

m/n 

254 

3175 

iff 

444 

5M 

S7I 

Length. 

Safe  Load. 

Safe  load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Length 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

tterm 

feer 

gc 

Ibs 

*gs 

Ibs 

Kgs 

.'As 

Kgs 

Ibs. 

«F 

Ibs 

Kfr 

Ibs 

MM 

Feet 

g 

Ibs 

K& 

Ibs 

g 

Ibs 

at 

Ibs 

Kfs 

Ibs 

at 

Ibs 

35 
1 
45 

11483 
13123 
14764 

136 
132 

m 

300 
291 
280 

178 
172 
166 

332 
379 
365 

2/7 
210 
203 

418 
163 
446 

254 
246 
237 

sei 

513 
523 

230 
280 
270 

S39 

sia 
see 

323 
3/2 

301 

712 
689 
665 

\v 

v 

13123 
14764 
16404 

191 
185 

;  ':> 

422 
409 
395 

234 

219 

617 
SCO 
484 

i 

'258 

607 
588 
568 

314 
304 

134 

692 

671 
648 

351 
340 
329 

774 
750 
724 

386 

374 
361 

tsi 

814 

797 

5 

16401 

122 

270 

159 

351 

195 

429- 

228 

593 

260 

SJ3 

290 

639 

ss 

16044 

173 

381 

212 

466 

248 

548 

284 

S2S 

317 

698 

348 

768 

55 

18044 

117 

259 

153 

337 

187 

412 

219 

483 

250 

550 

278 

613 

6 

t9686 

/ff 

3£7 

204 

443 

239 

527 

273 

601 

305 

en 

335 

739 

6 

19685 

112 

248 

146 

323 

ITS 

394 

210 

462 

239 

526 

266 

587 

65 

2/326 

160 

352 

196 

431 

230 

506 

262 

S78 

293 

(46 

J!S 

710 

65 

21325 

107 

337 

140 

309 

171 

377 

200 

442 

228 

503 

254 

561 

7 

22366 

153 

338 

16 

- 

413 

220 

486 

251 

554 

281 

619 

309 

681 

7 

22966 

102 

226 

134 

163 

360 

W 

422 

218 

480 

243 

535 

75 

71606 

147 

324 

180 

396 

Hi  , 

-f* 

241 

531 

269 

S93 

Z3S 

SSI 

75 

24606 

98 

215 

127 

281 

15,1 

343 

182 

402 

208 

458 

231 

5/0 

LJ 

8 

26247 

141 

310 

172 

379 

202 

-»4S 

230 

508 

258 

568 

Z8S 

628 

S 

26247 

93 

205 

121 

267 

148 

327 

174 

383 

198 

436 

220 

487 

85 

27887 

131 

296 

164 

362 

193 

425 

220 

486 

246 

543 

271 

$97 

71 


Table  No.  25. 


Safe  Loads  in  Thousands  of  Kilograms  and  Pounds 

/ 

for 

I 

/ 
/ 

1  lowed  stresses  in  Ibs  pet 

sf  inch. 

10000 
'*  32fo$* 

1 

6 

71  —  i 

^  qua  re  test  Iron  Columns. 

Allowed  stresses  in  Kilos  per  sif  cm.  \        7°3 
Factor  of  Safety  a.                            \  1+JjA  c  ; 

< 

-fangtHini 
-  tvjtafhlofsi 

iche,  • 
4e  in  int 

hes. 

( 

k 

r 

Y 

D 

/ 

D 

!__. 

!  1 

L=l 

S-i 

ent 

VIC 

ttft  in  metres, 
ittt  of  side  in  men 

•o 

t° 

\ 

Q"v  Outside  254  mm 

P 

\ 

n 

n\ 

//"n  Outside  ?734m.m. 

n( 

^-\\ 

/fr 

a 

£* 

17* 

l  /i 

232 

2 

36 
1 

28226 

4315 

329 

51 

372-68 

5775 

4IZ9 

64 

u 

Area. 

. 

sqcm 

1984 

307S 

258-1 

40 

3145 

4975 

3677 

57 

4177 

647S 

464  S 

72 

- 

«5 

•4 

\  

-^1  L 

I'M 

} 

\  | 

1% 

2 

1  - 

i 

i, 

\  t 

/IL 

/h 

i&i* 

2 

*  mm 

ff 

254 

31-7 

'S/ 

444 

508 

mm. 

13 

254 

3/7 

381 

44-4 

' 

508 

Length. 

Safe  Load 

Safe  Load 

Safe  Load. 

Safe  Load 

Safe  Load 

Safe  Load. 

Length. 

Safe  Load 

Safe  Load 

Safe  Load. 

Safe  Load. 

Safe  Load. 

Safe  Load 

Metres 

Feet 

Kgs 

Ibs. 

Kgs. 

Ibs. 

Kgs 

Ibs. 

W* 

Ibs. 

KgS. 

Ibs 

*§& 

Ibs. 

Metres 

Feet. 

ff#S 

/bs. 

tfr 

Ibs. 

Kgs. 

Ibs. 

K& 

/bs. 

Kgs 

Ibs 

Kp- 

Ibs. 

3-S 

1/843 

107 

236 

139 

306 

169 

j 

71 

196 

433 

222 

430 

246 

543 

~ 

v  / 

35 

11843 

127 

?68 

158 

349 

133 

425 

m 

497 

Z66 

SM 

285 

628 

4- 

13/23 

102 

125 

133 

292 

161 

3 

ff 

, 

et 

t 

¥\ 

2/3  \ 

469 

23S 

519 

\     / 

4 

13-123 

II7\ 

268 

152 

336 

IBS 

409 

217 

478 

?46 

£43 

J74 

604 

f£ 

14-764 

97 

2/4 

126 

278 

153 

3. 

33 

179 

334 

Z02\ 

446 

224 

43S 

M/  / 

45 

14-764 

\IIZ 

247 

146 

X?? 

178 

392 

708 

4se 

?3fi 

571 

263 

579 

S 

16404 

92 

204 

120 

264 

146 

3 

21 

no 

374 

192 

4?< 

f 

2/3 

470 

\     / 

S 

16404 

107 

237 

140 

308 

170 

375 

199 

438 

226 

498 

151 

654- 

56 

18044 

87 

133 

113 

250 

138 

^ 

14 

i& 

364,- 

±182 

401 

21 

12 

444 

\ 

55 

18044 

102 

226 

133 

?93 

162 

358 

190 

4-18 

716 

475 

239 

528 

6 

1960S 

83 

182 

107 

23? 

130 

2 

?7 

IS 

> 

3fS\ 

172 

379 

191 

420 

6 

19685 

\97 

2/5 

IZ7\ 

?7S 

iff 

340 

180 

398 

205 

45? 

m 

S03 

6S 

2/325 

78 

172 

101 

223 

•123 

i 

71 

\ 

14, 

? 

3 

I6\ 

162 

358 

180 

396 

65 

2/325 

93 

204 

1 

20 

26S 

147 

323 

171 

378 

195 

429 

477 

7 

22366 

73 

162 

95 

W 

116 

2 

'6 

t 

a 

• 

2 

flSl. 

-JS3 

337 

170 

374 

7 

22-366 

88 

194 

1/4 

2S2 

139 

.30? 

163 

359 

185 

408 

206 

453 

7-6 

•>ieo6 

69 

IS3 

90 

198 

109 

\ 

41 

12 

7 

2 

81 

-Jw 

318 

160 

352 

1  1 

7-S 

24-606 

83 

184 

108 

-7.39 

132 

231 

I5Q 

340 

I7,f 

387 

195 

430 

8 

7624? 

65 

144 

85 

187 

103 

227 

120 

264 

I3S 

299 

150 

332 

8 

26-24? 

79 

174 

103 

226 

I2S 

276 

146 

323 

166 

367 

185 

407 

• 

St> 

27W! 

75 

165 

38 

214 

lie 

261 

139 

306 

167 

347 

I7S 

386 

72 


Table  No.  26. 


A 
f, 

t 
S 

HoHtd  stresse 

tttor  of  Sofaf 

•-  lenprh  in  ,nc 
--  wifrh  ofsidt 

s  in  Ibs 
S 

.„ 

mine 

per 
"VS. 

^ 

8 

incn. 

"uO 

Safe  Loc 

10000 

ids  in  i 

rp1 

Thou 
wrt 

'sandt 
'Cast 

*of 

for 

Im 

D 
£ 

y 

ftilc 
iCo 

: 

^fdms  < 
lumns. 

H/ 

M 

rf 

A 

tatfi 

ST 

0Qfft 

^ 

AHo*ed  stresses  in/ti/t 
f  actor  of  Safety  f 

1  -  length  m  mstrss 
S-wiWiofsidtinmetr 

itside  Zffitimm. 

up«tsft 

rv 

-  -n 

Si 

( 

^ 

W3* 
LJ 

*fjft 
utsiA 

£ 

?  /: 

T 

w 

f 

Am 

-'.  . 

t 

13 
1 

2/7S 

I80( 

L 

2S4 

•" 

*ln 

93K 

5 

391 

I 

;jj£ 

3037 
508 

48 
2 

Ara 

•t  ] 

1597 
19 

.'4 

* 

• 

209-4 

^j 

H 

2SO 

317 

/kJ 

2903 

3 

>?-•> 

444 

S075 

^ 

J 

2 

rmctiiM 

m* 

-^ 

TrvOtntt 

a  "" 
mm 

t 

Length 

Safe 

Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Length 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Safe  Load 

Metres 

feet 

Kgs 

Ibs 

ffgs 

Ibs 

Kgs 

Ibs 

Kgs 

Ibs 

Kgs  its 

Kgs 

Ibs 

Metres 

feet 

£• 

Ibs 

& 

Ibs 

y. 

Ibs 

tfgs 

Ibs 

Kgs 

Ibs 

fif 

Ibs 

25 
3 
35 
4 
45 
f 
55 
6 

8202 
9642 
11483 
13123 
14764 
16404 
18044 
I968S 

86 
82 
77 
72 
68 
63 
58 
54 

190 
181 

170 

159 
149 
139 
129 
120 

III 
IOS 
99 
93 
87 
81 
75 
70 

24S 
232 
219 
205 
192 
ITS 
166 
154 

134 
127 
120 
112 
IOS 
98 
91 
84 

m 

260 
264 
247 
232 
215 
200 
186 

ISS 
H7 
139 
130 
121 
113 
105 
97 

3V 

324 
305 
286 
268. 
243 
231 
215 

174  383 
165  363 
ISS  343 
146  321 
136  300 
127  279 
118  259 
109  241 

191 
181 

m 

160 
149 
I3S 
129 
120 

420 
39t 
376 
352 
330 
306 
284 
264 

I] 

45 
S 
55 
f 
65 
1  \ 
75 

9847 
il  WJ 
13123 
14764 
16404 
18044 
19686 
2/326 
22966 
24606 

97 
92 
87 
82 
78 
73 
68 
64 
60 
56 

213 
203 
192 
181 
171 
161 
IS/ 
111 
132 
124 

125 
1/9 
113 
106 
100 
9* 
88 
83 
77 
72 

276 
263 
249 
235 
721 
208 
195 
182 
170 
160 

nm 
ft 

1/37 
129 
122 
114 
107 
100 
94 
88 

334 

318 
301 
284 
268 
252 
236 
221 
106 

176 
168 
159 
150 
141 
132 
124 
116 
109 
10? 

388 
370 
350 
330 
311 
292 
274 
256 
240 
225 

198 
189 
179 
169 
159 
149 
140 
131 
123 
IIS 

437 
417 
394 
372 
351 
330 
309 
289 
279 
254 

219 
209 
197 
IBB 
176 
165 
154 
145 
135 
127 

482 
460 
*3S 
411 
387 
364 
341 
3/9 
298 
280 

- 

Table  No.  27. 


Allowed  stresses  in  Ibs.  per  sc/  inch  \       laoo° 
Factor of  Safety  8  A  /* 


3ZOOS* 

s-Wdih  of  side  in  inches. 
I-  length  in  inches. 


Safe  Loads  in  Thousands  of  Ki/ograms  and  Pounds 


for. 


Square  Cast  Iron  Columns. 


Allowed  stresses  in  Kihs.persy.cm 
Factor  of  Safety  8 

s^Widtt'  of  side  in  metres 
1=  length  in  metres. 


204. 6 

1896 

174.6 

I59i 

144.5 

/30.7 

II8.Z 


Z/S.6 
198.5 
181.0 
I64.Z 
148.6 


8.ZOZ 
S.S4E 
11.483 


ISO.  4 
168.8 
/S6.9 


20Z.3 
/S9.3 
/7S.9 
/6^7 
/SO.O 
1379 
/^6.6 


14.764 
/6.4O4 
18.044 


74 


EXPLANATION    OF    TABLES    OF    STRENGTH    OF    STEEL    AND    IRON    SECTIONS, 

AS  USED  FOR  BUILDING  CONSTRUCTION. 


Tables  Nos.  i,  2,  3,  4  and  5  give  the  loads  which  standard  steel  beams  will  safely  carry.  That  is  when 
UK-  load  is  uniformly  distributed  over  the  length  of  the  beam,  the  span  meaning  the  distance  between  the 
points  of  support.  These  loads  include  the  weight  of  the  beam  which  therefore  must  be  deducted  in  order  to 
arrive  at  the  net  load  which  the  beam  will  carry.  If  the  load  is  concentrated  at  the  centre  of  the  beam  take 
half  the  load  as  given  in  the  tables.  It  is  not  desirable  to  use  beams  of  a  greater  span  than  the  span  given 
in  tlu-se  tables  when  the  under  side  of  the  beam  is  to  be  plastered,  because  the  deflection  of  the  beam  would 
tend  to  crack  the  plaster.  Inasmuch  as  the  carrying  capacity  of  beams  increases  largely  with  their  depth, 
it  is  economical  to  use  the  greatest  depth  of  beam  consistent  with  the  other  conditions  to  which  it  is  necessary 
to  conform ;  that  is  equal  height,  etc. 

Tables  Nos.  6,  7,  8,9,  10,  11,  12  and  13  give  the  safe  loads  for  Phoenix  columns  of  the  sections  and 
lengths  given.  It  is  not  desirable  to  use  columns  of  a  greater  length  than  that  given  in  the  table,  unless  the 
shaft  of  the  column  is  supported  sideways  (so  that  it  will  not  bend)  at  points  not  further  apart  than  the  length 
given  in  the  tables.  For  loads  which  are  greater  than  those  given  in  the  tables  it  is  desirable  to  construct  the 
column  using  filler  bars  between  the  segments  to  increase  the  area  of  the  column  by  the  amount  of  metal 
required  to  carry  the  load. 

Tables  Nos.  14,  15,  16  and  17  give  the  safe  carrying  capacity  of  Zee  bar  columns.  The  same  explana- 
tion as  given  above  for  PhciMiix  columns  holds  good  for  this  class  of  material. 

Tables  Xos.  18  to  27  inclusive,  give  the  safe  carrying  capacity  of  cast  iron  columns.  It  is  not 
desirable  to  use  columns  of  greater  length  than  those  specified  in  these  tables  because  in  some  cases  it 
would  be  impossible  to  cast  them. 

7S 


STANDARD   SPECIFICATION    OF   QUALITY   AND    FINISH    FOR    ROLLED 
STEEL  AND  CAST  IRON  AS  USED  IN  BUILDING  CONSTRUCTION. 


RULES  GOVERNING   INSPECTION  OF  SAME. 


No  specific  process  or  provision  of  manufacture  will  be  demanded  provided  the  material  fulfills  the 
requirements  of  this  specification. 

All  rolled  shapes  and  plates  are  to  be  of  medium  steel:  rivets  of  rivet  steel,  and  bolts  and  nuts  may  be  of 
iron  or  steel. 

STRUCTURAL  STEEL. 

Tensile  strength,  elastic  limit  and  ductility  shall  be  determined  from  samples  cut  from  finished  material, 
and  the  test  pieces  shall  not  be  less  than  ]i  square  inch  (3.22568  sq.  centimetres)  in  sectional  area  and  about 
12  inches  (30.479  centimetres)  long. 

All  broken  samples  must  show  a  uniform  silky  fracture  of  a  steel  grey  color,  free  from  lustre  or  black 
casts. 

Slight  variations  in  the  shapes  of  the  pieces  from  that  shown  on  the  drawing  will  be  allowed  to 

77 


accommodate  the  use  of  stock  material,  but  in  all  such  variations  the  area  of  cross-section  of  the  pieces 
substituted  shall  be  equal  to  or  greater  than  that  originally  specified. 

The  variation  in  cross-section  or  weight  of  more  than  2*4  per  cent,  from  that  specified  will  be  sufficient 
cause  for  rejection,  except  in  the  case  of  sheared  plates,  which  will  be  covered  by  the  following  permissible 
variations. 

Plates  12^  pounds  (5.669  kilograms)  per  square  foot  or  heavier,  up  to  100  inches  (254  centimetres) 
wide,  when  specified  to  weight,  shall  not  average  more  than  2]4  per  cent,  variation  above  or  2^  per  cent, 
below  the  theoretical  weight.  When  100  inches  (254  centimetres)  wide  and  over,  5  per  cent,  above  or  5  percent, 
below  the  theoretical  weight. 

Plates  under  i2l/2  pounds  (5.669  kilograms)  per  square  foot,  when  specified  to  weight,  shall  not  average 
a  greater  variation  than  the  following. 

Up  to  75  inches  (190.5  centimetres)  wide,  2l/2  per  cent,  above  or  2li  per  cent,  below  the  theoretical 
weight.  75  inches  (190.5  centimetres)  wide  up  to  100  inches  (254  centimetres)  wide,  5  per  cent  above  or  3  per 
cent,  below  the  theoretical  weight.  When  100  inches  (254  centimetres)  wide  and  over,  10  per  cent,  above  or  3 
per  cent,  below  the  theoretical  weight. 

For  all  plates  specified  to  gauge,  there  will  be  permitted  an  average  excess  of  weight  over  that 
corresponding  to  the  dimensions  on  the  specification  equal  in  amount  to  that  specified  in  the  following  table. 


78 


ALLOWANCES    FOR    OVER-WEIGHT    OF    RECTANGULAR    PLATES    WHEN 

SPECIFIED    TO    GAUGE. 

Plates  J4  inch  (.635  centimetres)  and  over  in  thickness. 

WIDTH      OF      PLATE. 


TllIC  K 

Up  to  75" 

75     to  loo 

Over  100"  to  115" 

Over  115" 

<PI  r 

In.          cm. 

(190.5  cm.) 
Per  cent. 

(190.5  to  254  cm.) 
Per  cent. 

(354  to  292.  i  cm.) 
Per  cent. 

(292.1  cm.) 
Per  cent. 

-635      

10 

.  .  .       14 

18      

— 

'A*       -793     

8      .  .. 

...         12         

16      

.  .      — 

•95.5      

7      ••• 

...         IO        

13      

>7 

I.HI      

6      .  . 

8      

10        

'3 

1.26,,        

5      •  •  • 

7      

9      

12 

V.6      I-4'X      

4'-- 

...       6K  

8'.  

II 

«-S8;      

4      •    • 

6     

8      

10 

Over 

1-587      

3#... 

••       5      

6^  

9 

Plates  under  >4  inch 

(.635  centimetres) 

thickness. 

WIDTH      OK      PLATE. 

THICKNESS 

Up  to  50" 

50 

'  to  70" 

Over  70" 

OF  PLATE. 

(127  cm.) 

(127  to 

177.8  cm.) 

(177.8  cm.  > 

In.                cm. 

Per  cent. 

Per  cent. 

Per  cent. 

ft  lip  to)  .317       . 

Vj,                -397      

10        .  .  .  . 

'5         

20 

s/pllpto)  .397 

.476      

...     sy,  .... 

»>4    

«7 

3/l6up  to)  .476 

.635      

7        

10           

'5 

The  weight  of  one  cubic  in.  (16.  387  en.  cm.)  is  assumed  to  be  .2833  pounds  (.1285  kilograms) 

79 


MEDIUM  STEEL. 

Medium  steel  shall  have  an  ultimate  strength  when  tested  in  samples  in  the  dimensions  above  stated, 
of  60,000  pounds  to  70,000  pounds  per  square  inch  (42184  kilos  to  49212  kilos  per  10  square  cm.)  an  elastic 
limit  of  not  less  than  one-half  the  ultimate  strength.  Percentage  of  elongation  —  ^  '.400.000  -n  g  jncjies 
(20.319  cm.)  except  for  pin  steel  which  shall  have  an  elongation  of  5  per  cent.  less. 

RIVET  STEEL. 

Ultimate  strength   48,000  to  58,ooo  pounds  per  square  inch,  (33747  to  40778  kilos  per    10  square 
centimetres).     Elastic  limit  not  less  than  one-half  the  ultimate  strength. 
Percentage  of  elongation 


Bending  test,  180  degrees  flat  on  itself,  without  fracture  on  outside  of  bent  portion. 

STRUCTURAL  CAST  IRON. 

Quality.  —  All  castings  must  be  of  the  very  best  quality  tough  grey  iron.  Sample  pieces  I  inch 
square  (2.54  centimetres  sq.)  cast  from  the  same  heat  of  metal  as  used  for  the  work,  in  sand  moulds,  are  to  be 
capable  of  sustaining  on  a  clear  span  of  4  feet  6  inches  (137.16  centimetres)  a  central  load  of  500  Ibs. 
(226.80  kilograms)  when  tested  in  the  rough  bar. 

Finish.  —  All  castings  must  be  true,  smooth,  straight,  out  of  wind  and  of  a  uniform  thickness,  and  must 
be  entirely  free  from  honeycombs,  blow  holes,  cracks,  cinders,  seam  marks  or  other  defects.  Cores  for  all 

80 


columns,  i  inch  (  2.5400  centimetres)  thick  or  less,  must  be  accurately  spaced  so  that  the  metal  in  the  shaft  of 
the  column  will  n<>t  vary  more  than  ,'s  inch  (.317  centimetres),  in  other  words,  if  the  metal  on  one  side  of  a 
column  shows  a  variation  of  more  than  's  inch  (.317  centimetres)  thinner  than  called  for  on  the  drawings, 
although  the  opposite  side  of  the  shaft  may  show  a  thickness  |s  inch  (.317  centimetres)  greater,  it  will  be 
sufficient  cause  for  rejection.  For  all  columns  thicker  than  i  inch  (  2.5400  centimetres)  the  core  must  not  shift 
over  ;  H.  inch,  (.476  centimetres)  as  provided  for  above.  All  holes  required  to  be  cored  must  be  carefully  cored 
in  their  correct  position.  All  holes  required  to  be  drilled  must  be  drilled  out  of  the  solid  metal  as  shown  on 
the  drawings.  All  columns  and  bases  required  to  be  faced,  unless  otherwise  specified,  must  be  faced  at  right 
angles  to  the  axis  of  the  shaft  and  the  parts  so  faced  must  exhibit  the  full  surface  of  metal.  All  faced  surfaces 
must  be  coated  with  white  lead  and  tallow  immediately  after  facing. 

Variation  in  Weight — After  the  castings  have  been  carefully  cleaned  the  same  must  be  weighed  and 
the  shipping  weight  must  be  as  close  as  possible  to  the  figured  weights.  The  following  variations  in  weight 
will  be  allowed  : 

Lintels 2 '  2  £ 

Bases 3/£ 

Columns  i  inch  and  over  (2.54  cm.  &  over)  in  thickness ...          2%X 

Columns  3+  inch  thick  and  less  than  i  inch  ( 1.905  cm.  and  less  than  2.54  cm.) 3* 

Columns  less  than  3^  inch  ( i  .905  cm.) §X 

The  calculated  weights  are  intended  to  cover  all  of  the  metal  in  the  pieces  including  fillets  and  are 
based  on  one  cubic  foot  of  cast  iron  weighing  450  pounds  (720865  kilos  per  cu.  meter). 

81 


INSPECTION. 

All  facilities  for  the  inspection  of  material  and  workmanship  will  be  permitted  to  the  owner  or  his 
representatives,  without  additional  charge,  but  such  inspection  must,  for  the  raw  material,  be  performed  at  the 
rolling  mills  or  foundries  where  the  rolled  steel  or  the  castings  are  manufactured,  and  the  inspection  for 
workmanship  must  be  performed  at  the  shops  before  the  material  is  shipped,  and  such  inspection  and 
acceptance  must  be  final  at  these  points. 

For  specification  of  quality  and  Workmanship  Railway  and  Highway  Bridges  see  pages  296  and  320. 


Table  No.  28. 


Srandcrrd  spacing,  -and  dimensions  of  rivet  and  bolt  holes  through 
flanges  of  I  beams,  channels  and   angles. 

flte" 


Table  No.  29. 


Standard  Cast  Separators   for  Beam   Girders. 


L  cngfh 
Variable 


7 

"0s 

'  —  7 

1 

' 

;     i 

a 

47 

i 

Mark 

^_ 

b  A 

c 

d 

6" 

mlm 

//75 

mlm 

//7J 

mfm 

ins 

m/m 

ins 

m/m 

mt 

N-  9 

1Z8 

.59 

3 

57.1 

zi 

Z9O 

13 

171.4 

&% 

1  14-3 

4i 

_J\I?[0 

25,3 

99 

10 

G3.5 

Zi 

Z9.0 

li 

184-1 

7i. 

126.9 

s 

/VV2 

304 

79 

IZ 

as-9 

jf 

508 

2 

E28.6 

9 

126-9 

5 

>s 

3«0 

39 

15 

35.  E 

H 

S7. 

i 

z< 

304.8 

|Z 

I9O.6 

74 

N*  £0 

507 

S9 

SO 

101  -6 

4 

joa 

z 

406  4 

16 

304* 

12 

A/5  24. 

6O9.58 

24 

114.3 

4* 

£3.5 

Zi 

60SO 

20 

381.0 

15 

W  18 

457 

19 

15 

76  2 

3 

31-7 

14 

36S-3 

Mi 

3048 

12 

'mens/ons    ars gi\ipn  in    mt/l/mff/ms     and  in 


c/imensions    are  given  in   mi/limelnes   ana/  incJres  . 


84 


Table  No.  30. 


Standard  Beam  Connections. 

/4//d/mertsior>s  are  given  in  millimetres  ond  inches. 
A//  rirets  are  /9  m////metr»s(f)  d/f meter 
2q.6mi///mptref(il  'd» 


2     '.          6-    *    4'  *  j       3'    . 
Weight  /far  Brackets  &  Bolts  7/ifc 


Height  /ftor  Brockets  A  8o/M 


IOI6  *3£ 
6'     x    4.'    xj'       5'   . 

Srocbefs  <5  ffo/ts  /?.3/As 


figs  /SI 4  if.  1016*95-  ISOS  /ong 

&•  *  4- * r'  7$' . 

Weight  /fttir  Brockets  &  Bo/ts  f7S  /Ai 
.& 


/5?4  >•  me  >  3s  son  long 


•g/es  /S2.4 

?vf-    *•  ^ 

Weight  /Pff/r  Sracftfts  &Oo/h  73G/bs 

If  7(J"  2-«' 

Connections  fbr  4S7./9 ,  3O1.99 ,  6O0  39   /** 
beams  should  be  designed  for  the  food  that 
/he  beam  is  in  tended  to  carry. 


/si.4  *me*9s-6ss  t 
e-  *  *-->f  ? 

tVeight  /  F*r  Brockets  &  Bo/ts  6  l/os 


2  Arg/es  152.4  x  /0/.6  x*5  - 

.  6'    x  •*-*}'      J-    . 

tVeijtrf  /Fb/r  Brackets  &  do/ts  /?3/As 


6-     •> 

/for  Brackets  Ot  0o/ts  f?$/bs 


Table  No.  31. 


Sections  of  Ri vetted  Columns. 


H 


86 


Table  No.  32. 


Table  of  meters  equivalent  to  feet. 


Zl 

1 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 
10 
20 
30 
40 
SO 
60 
70 
80 
90 

3017345 
€095890 
9/43835 
1219178 
1523972 
1828767 
2133561 
2438356 
2743150 

30473 
335274 
6400S8 
\944863 
124966 
IS  5445 
185925 
216404 
246884 
277363 

6095 
36575 
67054 
97534 
12  6014 
158433 
166973 
2I94S2 
24  $3  31 
280411 

9/43 
3  9623 
70/02 
100582 

/3/062 

161541 
192020 
22  2500 
252979 
28  3459 

12/91 
42671 
7  3150 
10-3630 
134/10 
J64S89 
195068 
225548 
256027 
286507 

15239 
4  67/9 
76198 
106678 
J3  7/58 
16-7637 
19  8116 
Z2-8S96 
ZS9075 
289565 

18287 
48767 
79246 
103726 
140206 
17  0685 
201/64 
231644 
262/23 
292603 

2/335 
5  I8IS 
82294 
1/2774 
143253 
173733 
2042/2 
234992 
76  S  171 
29  565  1 

24383 
5-4863 
8-5342 

II  6822 
14  6301 
17-6781 
20  7260 
23  7140 
2687/9 
298699 

27431 
SJ9II 
88390 
It  8870 
143349 
179829 
210308 
246788 
Z?t267 
301747 

Table  of  feet  equivalent  to  meters. 

f] 

m 

0 

/ 

2 

3 

4 

6 

6 

7 

8 

9 

0 
10 
20 
30 
40 
SO 
60 
70 
80 
90 

32808$ 

656/79 

984*69 
1312360 
1640450 
I968S40 
7296629 
2624719 
2952809 

37803 
360899 
688989 
101  708 
134517 
167326 
200136 
232944 
265  753 
298562 

656/8 
39-3708 
721798 
104989 
137798 
170607 
203416 
236225 
269034 
30/843 

98427 
42  65  17 
754607 
108270 
14/079 
173888 
206697 
239506 
2723/5 
305/24 

13/236 
4S9326 
787416 
III  561 
144360 
177169 
209978 
242787 
27S596 
308405 

I6404S 
492/35 
82022S 
114  831 
147640 
180449 
2/3268 
246067 
278876 
31/686 

196854 
524944 
853034 

/te-itz 

150921 
183730 
216539 
249348 
282167 
314366 

229663 
557759 
885843 
121  393 
164202 
187-011 
219820 
252629 
285438 
3/S247 

262472 
590662 
918652 
124  674 
IS7483 
190292 
223  101 
2SS9/0 
288  7/9 
321  528 

295281 
623311 
95  1461 
127955 
160764 
193573 
226382 
269191 
292000 
324809 

Table  No.  33. 


Table  of  Meters  equivalent  to  each  TOO  of  an  inch. 


Inches 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

/O 

II 

•o. 

•025400 

050799 

•076199 

•10/598 

126998 

152397 

177797 

203196 

228596 

•253995 

•279395 

•01 

•000264 

•025654 

051063 

076453 

101852 

/  27  252 

I526SI 

•178051 

•203450 

228860 

264249 

•279649 

02 

•000508 

•025908 

OS/307 

076707 

102106 

127506 

•152905 

•178305 

•203704 

229/04 

254603 

279903 

1 

•03 

•000762 

026/62 

OS/56! 

076961 

I0236O 

/27760 

153/59 

•t786S9 

•203958 

2293S8 

•264757 

•280167 

v 

/          «x. 

\ 

-04 

•0010/6 

0261-15 

051814 

077214 

•1026/3 

/280/3 

•1S34/2 

•/788I2 

2042/1 

22S6I/ 

•2650/0 

280410 

frTl 

\ 

•os 

06 

•00/269 
•OOIS23 

•026663 
•026923 

062063 
OS23ZZ 

•077468 
077722 

102867 
103/21 

•/2S267 
I28S2/ 

•153666 
153920 

•179066 
•179320 

•204465 
•2047/9 

229866 
230119 

•255264 
26S5/ff 

280664 
•2809/8 

[~ 

\  w  ^ 

07 

•00/77? 

•027177 

•052576 

077976 

•103376 

•/2S776 

•/64I74 

•179674 

204973 

230373 

•265772 

28/172 

L-, 

*-  N 

\v/ 

08 

•00203/ 

•027431 

062830 

•078230 

•/03629 

•/29029 

•154428 

•/7982B 

206227 

230627 

266026 

•28/426 

r—  ' 

n  \ 

^^ 

\  / 

09 

•002285 

02768S 

•053084 

078484 

•103883 

i29283 

•154683 

•180082 

20648,' 

230881 

26B280 

•28/680 

\\ 

] 

\/ 

10 

•002S39 

027939 

•053339 

078738 

•104/37 

•I2953S 

/S4336 

•180336 

•206735 

23II3S 

266634 

•281934 

\\ 

n 

V 

n 

•II 

•002793 

•028193 

•053592 

•078992 

•/0439t 

•129791 

•155/90 

•180590 

•206989 

•23/383 

•266788 

•282/88 

1  —  i 

\\ 

i 

.UJ 

•12 

•003047 

•028447 

•063846 

•079246 

•10464S 

130045 

•155444 

•180844 

206243 

•231643 

•257042 

•282442 

J 

i_ 

V  ' 

•13 

•003301 

•028701 

•054/00 

079500 

/04899 

•130299 

•155698 

•18/098 

•206497 

•23/897 

257296 

•282696 

•14- 

•003566 

•028956 

054354 

•079754 

105153 

•/30553 

•/5S9SZ 

•181362 

•206751 

•  232/5  / 

•257550 

•282950 

•IS 

•003809 

•029209 

•054608 

080008 

•IOS407 

•130807 

•156206 

•18/606 

•207005 

232405 

•257804 

•283204 

•re 

•004063 

029463 

•054862 

080262 

•IOS66I 

•/3/06/ 

•166460 

•/8/860 

•207259 

•232659 

•258058 

•283458 

•I7\ 

001317 

•0297/7 

0551/6 

0805/6 

•106915 

•/3/3/S 

•1567/4 

•/82II4 

•207SI3 

2329/3 

•268312 

•283712 

•18 

001-571 

029971 

•OSS  370 

•080770 

•106/6$. 

•13/569 

•/6696d 

182368 

207767 

233167 

258566 

283366 

•13 

O04826 

•030225 

•055624 

•08/024 

•/06423 

•/3/023 

/S7222 

182622 

•208021 

23342  1 

•258820 

284220 

20 

•005079 

030473 

055879 

•OS/278 

•106677 

•132078 

•157476 

182876 

•208275 

233675 

•259074 

284474 

21 

•005333 

•030733 

•056/32 

•OS/532 

106931 

•(32331 

•/S7730 

/83/30 

•208629 

233929 

•259328 

•284728 

•22 

•005587 

•030987 

•056386 

08/786 

•/07/as 

132585 

•IS7984 

•/S3384 

•208783 

234/63 

259582 

•284982 

•23 

•00584/ 

•031241 

•056640 

•082040 

107439 

132639 

158238 

•/8363S 

209037 

•234437 

•259836 

285236 

24 

•006095 

•0314-95 

056894 

082294 

•107693 

•133093 

168492 

•/838S2 

•20919/ 

•234691 

260090 

•285490 

2S 

•006349 

031743 

•057/48 

082548 

•107947 

133347 

/S8746 

•184146 

209546 

•234945 

•260344 

•28574-4 

2G 

•006603 

•032003 

•OS7402 

082802 

•108201 

•133601 

•159000 

•/84400 

•203799 

•235/99 

260598 

•285998 

•27 

•0068S7 

032257 

•067656 

•083056 

•108455 

•/338SS 

•ff92S4 

184654 

•2/0063 

235463 

•260852 

•286262 

28 

•00?  HI 

•032SII 

0579/0 

•0833/0 

•108709 

134/09 

•159508 

/84908 

210307 

•235707 

•261106 

286506 

•29 

•007366 

•032765 

•OS8/64 

083564 

•106963 

134363 

159762 

•186/62 

•2IOS6I 

•235961 

•26/360 

286760 

•30 

•007619 

•0330/9 

0584/8 

0838/8 

•1092/7 

•1346/8 

•160016 

•/8S4/6 

2/08/6 

236215 

2616/4 

2870/4 

31 

•007873 

•033273 

058672 

084072 

109471 

•/  34871 

160270 

•/85670 

•2/1069 

236469 

•26  1860 

287268 

32 

•008/27 

033527 

058926 

084326 

109725 

•135/25 

•160524 

186924 

2/1323 

236723 

262/22 

•  287  S22 

12  inches  -  Ifoot  =  -304794  mefres 

88 


Table  No.  34. 


Table  of  Meters  equivalent  to  each  ds  of  an  inch. 


•-• 

0 

1 

2 

3 

¥ 

5 

6 

7 

8 

9 

10 

II 

33 

008381 

03378/ 

063180 

084580 

109979 

135379 

160778 

186178 

21/677 

236977 

262376 

287776 

31 

008635 

03403S 

069434 

004834 

1/0233 

I3S633 

161032 

186432 

2I/83/ 

237231 

262630 

288030 

3S 

008889 

034289 

059688 

086088 

/1  048  7 

136887 

16/286 

186686 

2/2085 

•23748S 

262884 

288284 

36 

>009I4S 

034S4i 

059942 

085342 

•1/0741 

/36/4J 

161540 

186940 

2/2339 

237739 

263J38 

288538 

—\ 

—  \ 

f  "N 

' 

37 

•009391 

034797 

060196 

08559S 

1/0996 

13639$ 

161794 

16.7/94 

2/2  f  93 

237993 

263392 

288792 

1 

r\\ 

\ 

38 

•009661 

036051 

060450 

086850 

III  249 

/36«9 

I6Z048 

•187448 

1  126,4. 

23824? 

263646 

289046 

u 

\  / 

39 

\00930A 

035303 

060704 

OBSI04 

II  ISO  3 

136903 

162302 

•187702 

't/3tOi 

23S60I 

2S3900 

289300 

1 

L\/i 

40 

•0/0169 

035  659 

060958 

O863SS 

III  757 

f37IS7 

I62SSB 

I8795S 

2/3365 

Z387S5 

264164 

289554 

s 

l>-  N 

\V/ 

41 

•0/04/3 

•0358/3 

061212 

066612 

•1120  It 

•/374II 

/628JO 

188210 

213609 

23900S 

264406 

269808 

r 

r\\ 

\ 

\   / 

42 

•0/0667 

036067 

061466 

0368(6 

//226S 

137665 

163064 

W8464 

1/36(63 

233263 

264(62 

290062 

\\ 

\/ 

43 

•0/0921 

036321 

06/720 

067I20 

II2SI9 

f379/S 

163318 

/  687/8 

•2/41/7 

239  S/7 

264916 

2903/6 

\ 

n 

V 

b 

44 

011/76 

03S676 

06/974 

087374 

•112773 

138/73 

/63S72 

•188972 

214371 

23S  77  / 

2f£/7ff 

290570 

b 

\J 

i 

LhU 

45 

'0/142$ 

036829 

OS2228 

687628 

113027 

138427 

/  6  382  b 

189226 

2/4626 

240025 

266424 

290824 

^^    i^f 

4f 

011683 

037083 

062482 

087882 

//328/ 

/3868I 

164080 

189480 

2/4879 

240279 

266678 

29/078 

•47 

011937 

037337 

062736 

088/36 

1/3536 

138936 

164334 

189734 

2  IS/38 

240533 

266932 

28/332 

•46 

0/2191 

037S9I 

062990 

088390 

1  137  89 

139189 

164688 

189988 

215387 

240787 

266/86 

291586 

49 

0/2446 

037845 

063,244 

088644 

//4043 

139443 

164842 

190242 

21S64/ 

2fJ04l 

2£6440 

291840 

SO 

012699 

038039 

063498 

•088698 

1/4297 

J396S7 

/6SQ96- 

/90496 

2IS89S 

24/296 

2B6694 

292094 

51 

012953 

038363 

063752 

083/S2 

•//4SSI 

I3985J 

/6S35C 

190750 

•216149 

241648 

266948 

292348 

S2 

0/3  to? 

03860; 

064006 

089406 

114805 

f4026S 

165604 

191004 

•216403 

24/863 

{267202 

292602 

S3 

OJ346/ 

038861 

OE4260 

0896SO 

IISOS9 

J401S0 

resesa 

HI  258 

•2I66S7 

242957 

267456 

292856 

54 

0/37/5 

033//6 

0645/4 

0899/4 

•IIS3I3 

M07/3 

166/12 

18  IS  12 

il6$ll 

2423/1 

^•267710 

293110 

ss 

0/3969 

039369 

061768 

090/68 

II5S67 

/40967 

166366 

19/766 

•217/65 

242S6S 

•267964 

293364 

56 

01*213 

038623 

065022 

060422 

//582I 

141221 

166620 

192020 

•2/74/9 

2428/9 

2682/8 

2936/8 

67 

0/4471 

039877 

065276 

090676 

116076 

.'4/+?S 

f66674 

132274 

•2/7673 

243073 

268472. 

293872 

•S8 

0/4  731 

040131 

06S530 

090830 

116329 

t4f729 

187128 

192524 

•2/7827 

243327 

•2487X 

294/26 

69 

0/4985 

04038S 

065784 

09//84 

1/6683 

141983 

167382 

192782 

2/8/81 

243581 

268980 

294380 

60 

0/5239 

040639 

066038 

091438 

116837 

I4Z237 

/67636 

193036 

2/8435 

243836 

269234 

294634 

61 

0/5493 

040893 

066292 

091692 

1171091 

142491 

/  6  7890 

•/93290 

218689 

244089 

269486 

294888 

62 

015747 

041/47 

066546 

09/946 

1/7345 

142745 

/eg/44 

193644 

2/8943 

244343 

269742 

295/42 

63 

O/600I 

041401 

066800 

092200 

1/7599 

142999 

168398 

/  937  9  8 

2/9/97 

244597 

2S9996 

29539t 

64 

0/6256 

041655 

067054 

092254 

II78S3 

143253 

168652 

194062 

219461 

244851 

270250 

29S6SO 

66 

9J6S08 

041909 

067308 

092700 

118  107 

143507 

I68S06 

I9430S 

219706 

245/05 

270604 

•295904 

12  inches  :  /foot  -  3O4794  metres. 

89 

Table  No.  35. 


Table  of  Meters  equi/a/entfo  each  TOO  of  an  inch. 


Inches 

0 

/ 

2 

3 

4 

5 

6 

7 

8 

9 

/o 

II 

•66 

•0/6763 

•042/63 

•067562 

09296'; 

•118361 

•143  761 

•169/60 

•/94560 

•2/9959 

•245359 

•270758 

•296/68 

•67 

•0/70/7 

0424/7 

0678/6 

0932/6 

•1/8615 

•1440/6 

•/ff94/4 

•/948/4 

•220213 

•245613 

•27/0/2 

•2964/2 

•68 

•0/727  / 

•042671 

•068070 

•093470 

•1/8869 

•144269 

•/69668 

•195068 

•22046? 

•245867 

•271266 

•296666 

•69 

•0/7625 

•042925 

068324 

•093724 

•119123 

•/44523 

•169922 

•195322 

•220721 

•246/21 

•27/520 

•296920 

•70 

•0/7779 

•043179 

•068578 

•093978 

•119377 

•144777 

•J70I76 

/9S576 

•220975 

•246375 

•27/774 

•297/74 

1 

•7/c- 

fff/ffi 

133 

•04 

3433 

OS&832. 

-$94231 

•119631 

-146031 

•/7043& 

-J3S830 

••22+229 

jL££?Ci 
frO&£!7 

272028 

•29742$ 

1 

N 

.  —  ^ 

\ 

•7't 

•0/8 

737 

•Off368? 

•OtS9v86 

0$4%8t  ' 

•1/9885 

.. 

45285 

•I? 

166+ 

'/36084 

•221': 

'-83 

•2 

$€883 

•272282 

•297632 

1  1 

.  —  . 

\ 

•7c 

•0/8, 

-41 

•046941 

•0]6934C 

094740 

•J20/39 

•fS*£3,  1 

•/7: 

7V38 

•/  9,633  ^ 

•121 

73? 

•247/37 

'272636 

•297936 

I 

\    I 

•?•} 

•0/8. 

W 

'•on/as 

•0\69594 

094994 

•/2839i 

16793 

•/; 

,'!92 

•19,659?. 

•221, 

19' 

247391 

•272790 

•298/30 

[_ 

A/-J 

•76' 

0191 

•>49 

•044449 

•OfS84t 

•035248 

•/2064? 

16047 

•n 

•Ae 

'•/9684S 

•>22 

745 

•247645 

•2^3044 

•298444 

u 

\  V  / 

•76 

•0/9. 

303 

(044703 

'07u/02 

•09553i 

•/2090, 

•/ 

f&30Y 

>7M 

107/09 

',  '22- 

•99 

•247  8&  9 

•273298 

•298698 

-I  ( 

^^P1 

A    / 

•T) 

•0/9, 

55? 

•04 

f9S7 

•030356 

•Q8&?fJ 

•/2//S6 

4SS5f 

•/7I9S4 

•\9735f 

•'.22 

753 

•248/53 

•273^5-2 

•2939S2 

\\ 

\  / 

•7t 

0/9t 

Ill 

•0452// 

•Off  06/6 

•MffOa 

•/2/409 

46809 

•mm 

•f9?608 

•2231 

•<07 

248407 

•27383S 

•299206 

\ 

n 

y 

—  1 

i5 

020 

065 

•04S46S 

•fJ7f)  R  fi4 

•096261 

•12/663 

47063 

•/7\&2 

•I9786\ 

•223261 

•248661 

•274066 

•299460 

s 

\< 

i 

.  uv 

V 

1 

•80 

VZffSti 

•Oft 

r?/9 

•07/r/8 

•0966/8 

72/3/7 

•I7T7I6 

•/98//6 

•2235  IS 

•248S/6 

•2743/4 

•Z997/+ 

1 

L_ 

V  ' 

•81 

•020573 

•045973 

•071372 

•096772 

•I22I7I 

•  14757  / 

•172970 

198370 

223769 

•249/69 

•274568 

•299968 

82 

•020827 

•046227 

07/626 

•097026 

•122425 

•147825 

•173224 

•198624 

•224023 

•249423 

•274822 

•300222 

•83 

•02/081 

•046481 

•07/880 

•097280 

•122679 

•I 

48079 

•173478 

198878 

•224277 

•249677 

•275076 

300476 

• 

•84 

•021335 

•046735 

072/34 

•097534 

122933 

•148333 

•/73732 

•199/32 

•224531 

•249931 

•275330 

•300730 

•85 

^621: 

'89 

•04 

6989 

072388 

•097786 

'/23/W7 

•!  -18587 

•173986 

•79938$ 

22  f  785 

•250/85 

•2J5584 

-300984 

• 

•86 

•5e/< 

143 

•04 

72T3 

•072642 

•093042 

•/234\ 

•14834-1 

•174-240 

1993*0 

•225039 

50433 

•175838 

•30/238 

•87 

•OK, 

73? 

•04 

7497 

•072896 

•098296 

•/23695> 

•149035 

•/74494 

•/99994 

•225293 

•250693 

'276092 

30/492 

•88 

•Q2\ 

351 

•01 

7751 

•073/5,0 

•098550 

•123949 

•148349 

•174748 

•200148 

•22SS1-7 

•250947 

•276346 

•30/746 

•89 

022 

"05 

•048005 

•073404 

•09880- 

•124203 

•149603 

•17S002 

•200402 

•225301 

•  25  1201 

'276600 

•302000 

•90 

•L'2285$ 

•048259 

•073658 

\9S\SS 

•124457 

•i 

49857 

•175256 

•2V0656 

226055 

•2 

5/4&S 

••2?  £854 

•302254 

•91 

•t  >?&//$ 

•0485/3 

-0739/2 

•OS99/2 

•1247  1/ 

•  / 

S9III 

•\7tS/6 

•W09IO 

2\6%09 

2 

51  7  OS 

\77I08 

•302508 

•92 

•L'233,6? 

•048767 

•OTfMA 

•09956S 

:/24965 

•/ 

50.365 

•I757S4 

•201/64 

226563 

•2 

5I9S3 

•277362 

•302762 

•93 

•Q2361Q 

049021 

^>74^2J> 

•099820 

•/25Z/9 

•  f 

506/9 

50/8 

yff/ffa 

22W7 

•2 

522/7 

-2776/6 

•3030/6 

•94 

•023875 

•049Z75 

•074674 

•100074 

•/2S473 

•/50873 

•/7627Z 

"•20/672 

•227071 

•252471 

•277870 

•303270 

•95 

•024/29 

•049529 

•074928 

•100328 

•/2S727 

•/S//27 

•/76S26 

•20/926 

•227325 

•252726 

•278/24 

•303524 

•86 

•024383 

•049783 

•075/82 

•100582 

•/2598I 

•/5I38I 

•/76780 

•202/80 

•227579 

•252979 

•278378 

•303778 

•97 

•024637 

•050037 

075436 

•/00836 

•126235 

•i  '5/635 

•177034 

•202434 

•227833 

•253233 

•278632 

•304032 

•99 

•024891 

•050291 

•075690 

•10/090 

•126489 

•/5/8S9 

•/772S8 

•202688 

•228087 

•253487 

•278886 

•304286 

•99 

•025/45 

•060545 

•075944 

•10/344 

•126743 

•162/43 

•177542 

•202942 

•228341 

•253  741 

•279/40 

•304540 

/2  inches  :  /foot  -  -304  794  mefres. 

90 


Table  No.  36. 


Table  of  Kilograms  equivalent  to  each  A  of  Pounds  Aw/rdupois. 


Xvo<r- 
Svfffl! 

0 

/ 

2 

3 

4 

5 

6 

7 

8 

9 

0 
3 

04\ 
09 
13 

- 

453593 
•49B95Z 
5443/1 
689671 

307/86 
•952544 
•997903 
1043263 

1360TS 

l4S/*9 
t4S6S5 

185973 
1  90508 
195046 

22(736 
23J33I 
236867 
2  40403 

272/56 
2  76691 
281221 
285763 

3  I7SI5 
322061^ 
926SB7 
33U22 

36287k 
36J4\0 
37\/M6 
376482 

408233 
4-12769 
4-17305 
4-21841 

• 

;< 

* 

181437 
226796 

•63503,0 
680386 

14*8612 
1/33981 

I-S42H 
158757 

/  99581 
204117 

244939 
249475 

290299 
294836 

335658 
340194 

3  &/OJ8 
38£S64 

4-26377 
4-309/3 

ft 
'I  1 

'• 

•725749 

1179341 

163293 

208653 

254011 

299311 

344730 

39VOVO 

435449 

7 

3f7&5 

771  toe 

1224700 

/  67829 

2/3189 

Z58S47 

303907 

349266 

394626 

4<39965 

8 

•-• 

BI6461 

1270059 

^  72345 

217726 

263083 

3-08443 

3S38W 

3»9I62 

444521 

9 

408233 

86/826 

1315418 

/  76901 

222260 

2676/9 

3/2978 

358338 

403697 

449057 

Ta 

ble  c 

>f/ 

(ilograms  equivalent  to 
6            y 

/ 

yffi 

/I 

7G/6 

*Awim 

'upois 
A 

% 

> 

~h 

2' 

a 

4 

3 

6 

7 

^ 

s 

I 

0 

19 
20 
30 
40 
SO 
60 
70 
80 
90 

r 

rapt? 

907I8S3 
1360780 
t8  14371 
7267963 
272IS56 
31  75149 
3628741 
4082334 

463593 
498952 
952545 
140614 
185973 
23  1332 
276691 
32  2051 
367410 
41  2769 

M7/B 
S443I2 
9979t4 
145/50 
190509 
235868 
28/227 
326587 
371946 
417305 

\I3\078 
S  88671 
10  4326 
149686 
195045 
240404 
285763 
33  1122 
376482 
42  1841 

18/437 
635030 
1088(2 
/S4222 
199681 
244940 
290199 
935668 
38/0/8 
426377 

226796 
680390 
t/3398 
IS87S7 
204117 
249476 
294835 
340194 
385554 
43  09/3 

272K6 
7-25749 
II  7934 
/  6  3293 
208653 
264012 
239371 
344730 
390090 
435449 

3l75)s 
771*09 

12  ^4?i) 

16  7829 
213/89 
258548 
303907 
349266 
394626 
439S85 

\MZtf& 

e>£467 
12  100  6 
172365 
21  7725 
263084 
308443 
353802 
393162 
444521 

408233 
8(18^7 
13-1542 
176901 
222260 
267620 
312978 
358338 
403697 
449057 

D 


91 


Table  No.  37. 


Table  of  Kilograms  per  meter  equivalent  to  Pounds  per  foot. 

Pounds 
toot 

0 

1 

2 

3 

4 

S 

6 

7 

8 

9 

10 

II 

12 

13 

14 

IS 

16 

17 

/8 

19 

0 

1 
f 

3 
4 
6 
6 

T 

•8 

I 

•14882 
•29764 
44-646 
•S9628 
•  74410 
89232 
1-04/74 
1-19056 
I  3393 

1-4882 
1-6370 
I-73S8 
1-3346 
2-0634 
22323 
23811 
2-5299 
26787 
28276 

2-9764 
3-1252 
32740 
3-4228 
3-57/6 
3-720  S 
3-8633 
4-0/81 
4-1669 
4-3/67 

44646 
46134 
4  7622 
4-9110 
5-0598 
S-2087 
S-3675 
S-6063 
5-6551 
58033 

5-9528 
S  1016 
62504 
6-3932 
6-5480 
66969 
68457 
6-3945 
7-1433 
7-2921 

744/0 
7-SS98 
'  1:?336 
78874 
80362 
8-/85I 
8-3339 
84827 
86315 
87803 

8-9292 
90780 
'  9-2268 
9-3756 
9-5244 
9-6733 
9-8221 
99709 
10/197 
102685 

10  417 
10  565 
10  714 
10-863 
l\01\ 
11-161 
11-310 
1/456 
If  607 
11-756 

11-905 
12-053 
42-202 
1   \2-35l 
,    12500 
:    12649 
12-797 
12946 
13-095 
13-244 

13-393 
13-541 
13-690 

13839 
13388 
14-138 
14285 
14-434 
14583 
14-732 

14882 
16030 
15-179 
15-328 
J5-477 
15626 
'  /5-7M 
/S-923 
16-07-2 
16221 

16-370 
16518 
1666? 
16-8/6 
16-966 
17114 
n-262 
17-411 
>  7-660 
17709 

17858 
18-006 
18155 
18-304 
18453 
/8-602 
/8-750 
18899 
19-048 
I9-/97 

19-346 
19494 
19-643 
'19-792 
19-341 
20090 
20-238 
20-387 
20-53S 
20-685 

20634 
20982 
21/31 
21-280 
21429 
2/578 
21-726 
21-875 
22-024 
22-173 

22-323 
22471 
22-620 
22769 
22-9/8 
23-067 
23-2/6 
23-364 
23  SI  3 
23-662 

238/1 
23-959 
2410$ 
24-257 
24406 
24555 
24703 
24852 
25-001 
25/50 

25299 
25447 
2S-S9B 
2S74S 
25894 
26043 
26  191 
26340 
25489 
26638 

26787 
26935 
27084 
27<232 
27-382 
27-531 
27679 
27-828 
27-8-77 
28-I2B 

2B27S 
28423 

28-572 
28-721 
28870 
290/9 

29167 
29316 
294SS 
296/4 

tj       L_l       1  1  1  1  1—  I       --      •—  i    i  i    L_I      u             i  —                                                                                        i    i_i     i_i      >.  /• 

Pounds 
eer 
foot. 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

38 

39 

0 
1 
2 
3 
4 
5 
•6 
7 
8 
•9 

29764 
29312 
30-061 
30210 
30-359 
30-508 
30-656 
30805 
30954 
31/03 

3/252 
31-400 
31543 
3/698 
3/847 
31-336 
32144 
32293 
32-442 
32  SSI 

32-740 
32888 
33037 
33186 
33335 
33484 
33632 
33781 
33930 
34079 

34228 
34-376 
34525 
34674 
34823 
34972 
35-/20 
35269 
35-4/8 
35-567 

3 

3 
3 
3 
3 
3 
3 
3 
3 
3 

5-7/6 

, 
6460 
6-60& 
6757 
€906 
7056 

37-205 
^7-353^ 
37502 
37651 
37805 
\   37349 
3809? 
3824S 
\  38-33* 
38-544 

38693 
—3&B4{ 
38990 
39/39, 
39288 
•39437 
-38-585 
\  39734 
39883 
40-032 

40-/8I 
_  40329 
40478 
40627 
40-776 
(0S25 
4/673 
41222 
4/371 
41-520 

41-669 
-41-8/7 
41-966 
42-115 
42264 
/  42-413 
1  42-661 
/  42-7/0 
/   42659 
43-008 

43157 

r  43  305 

43454 
43603 

M$ 

4&90I 
44M& 

44/36 
44Jf7 
44406, 

44646 

44794 
44943 
45-092 

1  4s-m 

<  4S93\ 
45S38, 
4568'A 
45836^ 
4S48S 

46-134 
46282 

46431 
46-580 
46729 
46873 
47-026 
47/75 
47324 
~^7-fy3 

4 
M 

k 

4t 
46 
4t 
4t 
4i 
4i 
4t 

'•£22 
'-•7M 
'•9/9 
1-068 
!-2/? 
Mffff 
^ 

S\2 

1-3&I 

49-i 

\*\ 

^  49* 

49-5 
497 
496 
'  SO-L 
SO/ 
\    SO'i 
\  50-4 

10 

&8 

07 
SS 
05 
54 
02 
SI 
CO 
fS 

50-598 
50446 
SOWS 

5/-044 
51-193 
'    5J342 

51  400 
51-630 
51788 
5/33? 

52087 
52-235 
52-384 
52533 
52-682 
52-831 
52-973 
53-128 
53277 
j-f3-426 

53-575 
53-723 
53-872 
54021 
54-170 
54-313 
54467 
546/6 
54-765 
54-914 

55-063 
55-2/1 
55-360 
55-509 
SS658 
55807 
55-955 
56-104 
56253 
56402 

56-551 
56699 
56848 
56-997 
57-146 
57295 
57443 
57592 
57-741 
57890 

58039 
58187 
58336 
58485 
53634 
58783 
68-931 
59080 
59229 
S3  378 

founds 

&. 

40 

42 

43 

44 

45 

46 

47 

48 

49 

SO 

65 

60 

65 

70 

75 

80 

85 

90 

95 

WO 

0 

•25 

•so 

•75 

59528 
59300 
60272 

to  644 

62504 
62876 
63248 
63620 

63992 
64364 
64-736 
65108 

65480 
65-852 
66224 
66-596 

66-969 
67-341 
67-7/3 
68-086 

68457 
68-829 
69201 
69S73 

69945 
70-317 
70689 
7/061 

71-433 
71-805 
72-177 
72549 

72-921 
73293 
73665 
74037 

744/0 
74782 
75-154 
75-526 

81851 
82-223 
8259S 
82967 

83292 
89664 
90-036 
90-408 

96733 
97-105 
97477 
97-849 

/04I74 
104546 
104-9/8 
105290 

I//-6/S 
11/987 
t/2353 
1/2731 

119056 
1/9-428 
119800 
120-172 

126-497 
126869 
127-241 
127-6/3 

/33-93S 
1343/0 
134-682 
/35#54 

14/379 
141-751 
142-123 
142-495 

148820 
149/92 
149564 
149936 

92 


EXPLANATION    OF   TABLES. 

STANDARDS    FOR    ITNVHIXG,  STANDARD   CAST   SEPARATORS,  STANDARD 
BEAM    BRACKETS  AND   EQUIVALENTS  OF   ENGLISH  AND    METRIC    SYSTEMS. 


Table  No.  28  gives  the  standard  dimension  for  punching  the  flanges  of  beams,  channels  and  angles, 
and  will  be  very  useful  in  laying  out  and  designing  work. 

Table  No.  29  gives  the  dimensions  and  details  of  cast  iron  separators  as  used  between  beams  when 
they  are  placed  together  to  form  girders. 

Table  No.  30  gives  the  standard  dimension  for  brackets  at  the  ends  of  beams  where  the}'  connect 
one  with  the  other. 

Table  No.  31  shows  the  different  forms  of  columns  which  may  be  constructed  by  riveting  together 
different  classes  of  rolled  steel.  An  infinite  number  could  be  made  by  making  different  combinations  but 
those  shown  are  the  ones  most  commonly  used. 

Tables  32  to  37  inclusive  will  be  found  very  useful  for  transferring  weights  and  measures  from 
the  Metric  to  the  English  system  or  vice-versa. 

08 


Plate  No.  32. 


94 


Plate  No.  33. 


tm-g-SUt0'0  Y  *  u  J  qf*  °  gJLjjJPI   i,  i|  i^i.g    g    8    ri    B  iHjjglJ^ 


U 


Plate  No.  34. 


Plate  No.  35. 


97 


Plate  No.  36. 


n 


Plate  No.  37. 


D 


llil 


Plate  No.  38. 


100 


Plate  No.  39. 


101 


Plate  No.  40. 


OOOIOOOO 


Plate  No.  41. 


D 
D 


U   (^J 


Plate  No.  42. 


104 


STRUCTURAL    STEEL    WORK    AS    USED     IN     OFFICE     BUILDINGS, 

STORES,    WAREHOUSES,   ETC. 


Owing  to  the  large  quautity  of  perishable  goods  stored  in  buildings,  and  to  the  number  of  lives  often 
at  stake,  it  has  become  the  custom  now  in  all  large  cities,  to  construct  important  buildings  in  a  fire-proof 
manner.  Due  to  the  cheapness  of  steel  and  to  the  skill  with  which  it  is  made  use  of  in  buildings,  its  use  is 
becoming  more  and  more  general;  as  a  result,  buildings,  properly  designed  of  steel  construction  are  practically 
indestructible,  and  will  last  for  an  indefinite  number  of  years.  The  very  latest  method  of  using  steel  for  high 
buildings  is  distinctively  American,  and  is  known  as  the  Skeleton  Construction  Plan,  which  will  be  described 
in  detail  later  on. 

This  method  of  construction,  moreover,  lends  itself  to  a  rapid  erection  of  the  building,  which  is  an  item 
of  great  importance  to  an  owner.  It  not  only  enables  an  owner  to  occupy  a  new  building  in  the  shortest 
possible  time,  but  it  saves  interest  on  the  cost  of  the  investment  during  the  building  of  it. 

Another  important  matter  for  an  owner  to  consider,  is  the  question  of  insurance.  Outside  of  the 
question  of  the  insurance  on  the  building  itself,  when  built  in  a  fire-proof  manner,  is  the  question  of  the 
insurance  on  the  goods  stored  in  the  building.  The  difference  in  the  cost  of  insurance  between  a  fire-proof 
and  a  non-fire-proof  structure,  will  often  pay  for  the  small  difference  between  steel  and  wood  construction. 

105 


In  tropical  countries  woods  suitable  for  building  purposes  are  unknown,  and  have  to  be  imported,  and  in 
many  countries  wood  so  rapidly  decays  and  rots,  that  the  life  of  a  wooden  structure  is  limited,  while  a  steel 
structure  is  practically  indestructible. 

In  countries  which  are  subject  to  earthquakes,  our  experience  teaches  us  that  the  only  suitable  and 
proper  building  is  the  one  constructed  of  steel  on  a  skeleton  principle.  In  this  building,  the  structure  is 
entirely  tied  together,  the  same  as  a  railroad  bridge,  and  it  is  next  to  impossible  to  pull  it  apart  or  to  get  the 
building  out  of  plumb. 

Generally,  the  construction  of  a  fire-proof  floor  is  made  by  supporting  the  floor  on  columns,  which  may 
be  either  of  cast  iron  or  rolled  steel  of  various  sections,  as  shown  in  table  No.  3 1 .  We  do  not  recommend  cast 
iron  columns  for  export  work,  for  reasons  that  will  be  given  later  on. 

The  columns  that  support  the  floors  rest  in  turn  on  foundations  composed  usually  of  brick  or  concrete. 
The  foundations  are  usually  capped  with  a  large  stone,  dressed  straight  and  smooth,  on  which  the  shoe  of  the 
column  rests.     This  stone  should  be  considerably  larger  than  the  base  of  the  column,  the  exact  size  depending 
on  the  load  to  be  transmitted. 

The  kind  of  material  which  should  be  used  in  the  construction  of  the  part  of  the  foundation  immediately 
below  the  stone,  and  also  the  thickness  of  the  stone  itself,  can  only  be  determined  by  calculation,  and  depends 
largely  on  the  load  to  be  carried,  and  the  exact  nature  of  the  soil  on  which  the  building  rests.  In  cases  of 
extra  heavy  loads,  and  where  the  earth  is  not  very  hard  or  compact,  or  where  there  is  any  moisture  or  water, 
it  is  customary  to  use  a  grillage  composed  of  steel  beams  set  close  together,  and  carefully  encased  in  concrete. 
This  is  clearly  shown  on  Plate  No.  35.  The  shoe  of  the  column  then  rests  on  top  of  these  beams,  the  idea 
being  to  distribute  the  load  borne  by  the  column  over  a  sufficiently  large  surface  of  the  soil.  Sometimes  it 
becomes  necessary  owing  to  the  nature  of  the  soil,  to  sink  caissons,  to  carry  the  foundations  down  to  rock. 

106 


These  caissons  are  usually  made  of  heavy  steel  plates,  circular  or  square  in  form,  similar  to  construction 
shown  on  Plate  No.  38. 

After  the  caisson  is  sunk,  the  earth  or  soil  should  all  be  removed  from  these  cylinders  or  tanks,  and  the 
entire  inside  of  same  filled  with  concrete,  and  on  this  concrete  foundation,  grillage  beams  rest.  In  cases  where 
large  quantities  of  water  are  found,  or  where  quicksands  occur,  or  where  the  depth  that  the  caisson  has  to  be 
sunk  is  very  great,  compressed  air  is  resorted  to,  and  the  excavations  made  under  air  pressure. 

Grillage  foundations  are  often  more  or  less  complicated.  Sometimes  owing  to  the  combination  of  the 
load  to  be  carried  and  the  nature  of  the  soil,  it  is  neccessary  to  make  what  are  called  Continuous  Grillage 
Foundations.  These  are  shown  on  Plate  No.  37.  It  is  often  necessary  in  supporting  the  side  walls  or 
columns  of  a  structure,  where  there  is  an  adjoining  building,  to  support  these  outside  loads  by  cantilever 
construction.  This  is  clearly  shown  on  Plate  No.  36. 

While  the  sketches  which  we  have  shown  in  connection  with  grillage  foundation  work  are  all  shown  as 
composed  of  solid  rolled  beams,  it  is  often  necessary,  where  very  heavy  loads  are  to  be  carried,  to  resort  to  the 
use  of  riveted  girders. 

The  question  of  the  kind  of  columns  to  use,  is  determined  more  or  less  by  the  load  the  column  has  to 
carry,  and  what  the  building  is  intended  to  be  used  for.  Cast  iron  columns  are  sometimes  employed  and  the 
outside  can  be  ornamented  to  any  extent  desired,  as  fully  explained  in  the  latter  part  of  this  catalogue,  but  we 
do  not  recommend  them  for  export  work. 

The  shafting  of  the  column  can  be  either  plain,  as  shown  on  Plate  No.  41,  in  which  case  the  shaft 
of  the  column  is  left  exposed  to  view  in  the  building,  or  it  may  be  surrounded  by  some  form  of  fire-proofing, 
such  as  cement  or  some  of  the  harder  kinds  of  plasters,  which  latter  are  often  finished  in  imitation  marble.  Of 
course,  cast  iron  columns  can  be  furnished,  either  round  or  square.  (See  Plate  No.  42  showing  the  details  of 
square  cast  iron  columns). 

107 


We  do  not  advocate  using  cast  iron  columns,  for  several  reasons.  First — because  it  is  almost  impossible 
to  manufacture  a  perfect  column  in  this  metal,  as  cast  iron  is  more  or  less  liable  to  have  flaws  or  imperfections 
it  is  impossible  to  detect.  Our  second  reason  is,  because  in  shipping  this  class  of  goods  out  of  the  country, 
castings  are  very  apt  to  be  handled  during  transit  in  a  rough  manner  and  get  broken,  and  if  the  break  happens 
to  be  a  bad  one  it  is  impossible  to  fix  it,  and  the  column  has  to  be  duplicated,  thereby  losing,  in  most  cases, 
valuable  time. 

We  therefore  strongly  recommend  the  use  of  steel  columns  fabricated  of  rolled  steel  sections,  which  are 
not  open  to  the  objections  as  named  above.  Owing  to  the  difference  in  weight,  it  will  be  found  that  the  price 
of  steel  columns  is  about  the  same  as  that  of  cast  iron  ones.  Of  the  different  kinds  of  rolled  steel  columns  that 
are  generally  ixsed,  we  recommend  columns  formed  of  either  angles  and  plates,  channels  and  plates,  the  Zee 
bar  column,  or  Phoenix  column.  All  of  these  columns  lend  themselves  to  building  construction.  The  details 
of  the  columns  are  fully  explained  in  the  preceding  plates. 

If  the  Phoenix  columns  are  used,  we  would  recommend  what  is  known  as  the  "  Cross  Pintle  Connection," 
shown  on  Plate  No.  40. 

The  floors  of  the  building  are  constructed  by  spanning  beams  from  column  to  column,  or  if  one  single 
beam  will  not  carry  the  load,  then  use  two  beams,  or  a  riveted  girder  of  either  single  web  or  box  construction 
Sketch  of  the  single  web  girder  is  shown  on  the  upper  part  of  Plate  No.  32,  and  the  open-work  or  lattice 
girder  is  shown  on  the  lower  part  of  the  same  plate.     Sketch  of  the  box  girder  is  shown  on  the  upper  part  of 
Plate  No.  33. 

If  two  beams  are  used  to  make  a  girder,  it  is  necessary  to  connect  them  by  means  of  cast  iron  separators. 
These  are  detailed  in  Table  No.  29.  The  use  of  these  separators  is  shown  on  the  central  and  lower  part  of 
Plate  No.  33  and  on  Plate  No.  34. 

There  are  several  different  methods  of  securing  floor  beams  to  the  girders.     Sometimes  the  floor  beams 

108 


It  on  top  of  the  girders  and  are  simply  secured  to  the  girders  by  means  of  bolts  through  the  flanges.  We 
do  not  consider  this  good  construction,  as  it  does  not  stiffen  the  floor,  and  it  also  takes  off  from  the  height  of 
the  room  lx.-ln\v,  besides  the  girder  projects  below  the  floor  beams. 

It  is  usual  to  attach  the  floor  beams  to  the  web  of  the  girder,  or  to  other  beams  by  means  of  brackets,  as 

in  detail.  Table  Xo.  30.     Two  brackets  are  required  for  each  beam  connection.     These  brackets  are 

in  the  sketch  on  Plate  No.  34.  The  brackets  are  usually  bolted  to  the  beams  and  girders.  When 
the  top  of  the  floor  beams  and  top  of  the  girder  are  level,  it  is  necessary  to  cut  out  the  flange  of  the  floor  beam. 
This  is  called  coping,  sketch  of  which  is  shown  on  Plate  No.  34,  the  lower  right  hand  sketch.  When  the 
beam  is  dropped  below  the  flange  of  the  girder,  or  other  beam,  the  coping  is  not  necessary.  The  same  is  shown 
on  Plate  No.  34.  the  lower  left  hand  sketch. 

It  is  always  advisable  in  designing  a  floor,  to  have  one  of  the  floor  beams  come  opposite  to  the  column 
connection,  so  as  to  stiffen  the  column  at  the  floor  level. 

In  the  case  of  a  low  building,  in  which  the  loads  are  not  very  great,  it  is  advisable  to  build  the  walls  of  the 
building  of  brick  or  stone,  and  to  allow  the  floor  beams  to  rest  on  the  wall,  but  where  the  building  is  of 
considerable  height,  and  the  floor  loads  great,  it  is  always  advisable  to  have  a  line  of  beams  or  girders  just 
inside  the  wall,  to  support  the  end  of  the  floor  beams  on  such  beam  or  girder,  and  thus  make  the  walls  of  the 
building  independent  of  the  floor  construction. 

In  other  cases  where  the  building  is  very  high,  it  is  desirable  to  not  only  support  the  floor  independent 
of  the  walls,  but  in  addition,  to  carry  the  walls  themselves  on  the  steel  work,  which  is  known  as  full  skeleton 
construction.  The  walls  in  this  case  are  supported  at  each  floor  level,  by  the  iron  work,  and  the  walls  are 
simply  a  shell,  to  keep  the  weather  out,  and  the  mason  work  does  not  therefor  carry  any  loads.  See  Plate 
Xo.  3Q.  which  shows  a  portion  of  a  building,  illustrating  generally,  matters  regarding  the  above. 

It  will  be  noticed  from  this  Plate  that  the  mason  work  projects  outside  of  the  girders  at  the  floor  level, 

109 


usually  to  the  extent  of  about  four  (4)  inches,  and  this  is  necessary  in  order  to  thoroughly  fire-proof  the  girders. 
In  other  words,  protect  them  from  fire  in  an  adjoining  building.  The  floor  itself,  in  order  to  be  fire-proof,  must 
be  constructed  of  some  indestructible  material.  Later  on  in  this  catalogue,  we  give  full  information  on  this 
particular  siibject. 

The  construction  of  the  floor  itself,  and  the  loads  to  be  carried,  both  dead  and  live  load,  determine  the 
distance  that  the  floor  beams  should  be  spaced  apart.  The  following  are  the  loads  which  we  recommend  for 
different  classes  of  buildings,  that  is,  the  load  which  the  floor  should  be  figured  to  sustain,  not  including  the 
weight  of  the  construction  of  the  floor  itself,  or  the  weight  of  the  beams  themselves,  both  of  which  must  be 
added  in  making  calculation  of  the  sizes  required  for  the  floor  beams  and  girders. 

70  Ibs.  per  square  foot  for  floors  of  dwelling  houses  and  offices,  equal  to  341.7825  kilos  per  square  metre. 

125  Ibs.  per  square  foot  for  floors  of  churches,  theatres  and  ballrooms,  equal  to  613.3257  kilos  per  square 
metre. 

200  to  250  Ibs.  per  square  foot  for  floors  of  warehouses,  equal  to  976.5215  to  1220.6519  kilos  per  square 
metre. 

250  to  400  Ibs.  per  square  foot  for  floors  for  heavy  machinery  equal  to  1220.6519  to  1953.043  kilos  per 
square  metre. 


110 


Plate  No.  43. 


in 


Plate  No.  44. 


112 


Plate  No.  45. 


D 


113 


CONSTRUCTION     OF    COMPLETE     FIRE-PROOF    OFFICE     BUILDINGS, 

STORES,    WAREHOUSES,    ETC. 


In  extending  our  business  for  furnishing  structural  steel  and  iron  work  for  foreign  countries,  we 
have  been  constantly  reminded  by  our  foreign  customers,  that  while  they  understand  the  theory  of  fire- 
proof buildings,  and  while  it  is  possible  for  them  to  purchase  the  structural  steel  and  iron  work,  it  is 
a  difficult  thing  for  them  to  intelligently  explain  to  the  other  contractors  who  are  required  to  complete 
the  building,  just  how  their  portion  of  the  work  has  to  be  done,  particularly  when  it  comes  to  skeleton 
steel  constructed  buildings ;  in  other  words,  it  is  easy  enough  to  get  the  steel  frame,  but  it  is  a  difficult 
matter  to  get  the  balance  of  the  work,  and  have  the  balance  of  the  work  agree  with  the  steel  work,  and 
produce  a  building  such  as  constructed  in  the  United  States. 

In  order  to  overcome  this  trouble,  we  have  in  the  last  few  years  made  it  a  practice  to  not  only 
design,  but  actually  to  wholly  construct  and  furnish  completed  buildings,  embracing  all  the  different 
classes  of  work  that  enter  into  the  construction  of  same,  and  have  added  to  our  regular  engineering  force, 
departments  with  specially  skilled  engineers,  who  have  charge  of  such  classes  of  work  as  fire-proofing,  mason 
work,  carpenter  work,  plumbing,  heating,  lighting,  ventilating,  etc.,  etc.,  and  we  are  now  fully  equipped  and 
prepared  to  undertake  the  furnishing  and  erecting  of  completed  buildings  in  any  foreign  country. 

By  this  means  we  are  enabled  to  give  our  foreign  customers  not  only  a  completed  building,  but  to  give 

114 


them  all  of  the  thousand  and  one  ingenious  American  devices  that  are  used  in  the  construction  of  office 
buildings,  stores,  warehouses,  etc.,  etc.,  for  which  the  American  people  are  so  celebrated. 

Anyone-  who  has  visited  New  York  City  will  admit  that  the  American  methods  of  plumbing,  heating 
lighting  and  ventilating  are  second  to  none  in  the  world.  For  office  buildings  particularly  the  Americans 
have  many  conveniences  which  are  not  used  in  any  other  country.  We  are  prepared,  where  customers  desire, 
to  take  the  land  just  as  we  find  it  and  erect  on  the  same  a  completed  building,  including  the  excavation,  the 
necessary  foundations,  building  of  the  cellar,  building  of  vaults,  water-proofing,  floor  construction,  walls, 
including  cut  stone  if  necessary,  all  of  the  carpenter  work,  roof  work,  interior  iron  work— including  stairs, 
grills,  etc. — elevators,  plumbing,  lighting,  heating,  ventilating,  and  in  fact,  turn  the  building  over  absolutely 
completed,  including  the  decoration  if  necessary. 

\\e  are  also  prepared  to  submit  drawings  and  specifications  covering  all  of  these  different  classes  of 
work,  or  will  be  glad  to  estimate  on  plans  and  specifications  as  furnished  to  us,  making  such  suggestions  as 
we  think  advisable  to  meet  with  the  best  American  practice. 

A  large  part  of  our  foreign  business  extends  to  tropical  countries,  where  the  climatic  conditions  are 
peculiar.  We  have  had  a  very  large  experience  in  constructing  buildings  in  the  tropics,  and  have  introduced 
a  number  of  novel  features  in  some  of  these  buildings. 

It  is  a  well-known  fact  that  in  the  tropics  the  nights  are  comparatively  cool,  as  compared  with  the 
temperature  of  the  day-time.  In  order  to  protect  the  interior  of  the  building  from  the  heat  of  the  sun,  we 
have  designed  the  peculiar  construction  known  as  hollow  walls.  The  outside  wall  is  composed  of  concrete 
reinforced  with  metal;  immediately  back  of  this  wall  is  an  air  space,  and  then  inside  of  this,  light  iron  frame 
work  on  which  plaster  is  placed,  the  idea  being  to  prevent,  by  means  of  the  air  space,  the  heat  radiating 
through  the  wall. 

Confined  air  is  one  of  the  best  non-conductors  of  heat  and  we  find  that  this  air  space  back  of  the  wall 

ttt 


prevents  the  heat  of  the  sun,  during  the  day-time,  penetrating  to  the  rooms.  The  outside  of  the  building  is 
finished  in  concrete  and  made  as  ornamental  as  desired.  Of  course  the  outside  of  the  building  can  be  made  of 
cut  stone,  brick  or  any  other  material  that  is  desired.  This  form  of  construction  is  shown  on  plate  No.  44. 

In  tropical  countries  the  contents  of  buildings  often  suffer  from  moisture  and  mildew.  The  air  space  in 
the  wall  prevents  the  moisture  striking  through  the  wall  and  leaves  the  inside  of  the  building  perfectly  dry. 
The  upper  story  of  the  building  is  also  protected  from  the  heat  of  the  sun  on  the  roof  by  means  of  hanging 
the  ceiling  in  the  upper  story  and  forming  an  air  space  between  the  ceiling  and  roof.  In  tropical  countries 
and  in  fact  all  countries,  it  is  a  very  difficult  matter  to  construct  a  roof  that  is  thoroughly  water-tight  and 
which  will  remain  water-tight  an  indefinite  length  of  time.  We  believe  we  have  solved  this  problem  by  a 
special  form  of  construction  that  we  use,  for  not  only  making  the  upper  surface  of  the  roof  water-tight,  but 
protecting  it  from  the  rays  of  the  sun,  and  at  the  same  time  finishing  it  so  that  persons  can  walk  on  it  without 
damage  to  the  water-proof  surface.  This  is  all  clearly  shown  in  plate  No.  44. 

It  is  very  desirable  especially  in  tropical  countries  to  arrange  the  building  so  that  there  is  a  free 
circulation  of  air.  This  is  accomplished  by  arranging  the  windows  and  doors  so  that  the  air  can  enter, 
carrying  the  windows  up  to  the  underside  of  the  ceiling  and  ventilating  the  entire  building  through  an  open 
court  in  the  centre,  which  open  court  acts  on  the  same  principle  as  a  chimney. 

It  is  absolutely  necessary  in  order  to  construct  a  fire-proof  building  to  have  the  steel  work  so  protected 
that  even  in  case  the  contents  of  the  building  should  burn,  the  heat  will  not  be  communicated  to  the  steel 
work  itself.  This  is  done  by  encasing  the  columns  that  occur  in  the  walls  in  concrete  material.  In  the  floors 
we  advocate  the  use  of  concrete  in  an  arch  form.  The  arch  is  formed  by  using  the  centre  of  either  wire  work 
or  corrugated  sheet  iron  on  which  the  concrete  is  placed.  After  the  concrete  is  set  the  metal  centre  is  not 
necessary  as  far  as  strength  is  concerned.  The  underside  of  the  flanges  of  the  beam  is  protected  by  concrete 
as  shown  in  plate  No.  43.  In  the  case  of  a  flat  level  ceiling,  plaster  is  applied  on  furring  and  wire  lathing 

116 


stretched  on  the  underside  of  the  beam  flanges,  as  shown  in  plate  No.  44.  The  advantages  of  this  last 
named  form  of  construction  are  many:  It  not  only  gives  a  flat  ceiling,  which  is  a  better  effect  for  offices,  but 
it  introduces  ;iu  air  space  which  is  a  good  non-conductor  of  heat  and  cold,  and  makes  the  floors  more  sound 
proof,  and  is  a  convenient  place  for  the  running  of  mains  for  water,  gas  and  electric  light  The  upper  surface 
of  the  floor  can  be  finished  with  wooden  sleepers  and  boards  as  shown  in  plate  No.  45,  or  it  can  be  finished 
in  plain  cement.  This  last  we  advocate  as  it  removes  any  danger  of  fire  from  the  wooden  floor.  Where  more 
ornamental  effects  are  required,  tile,  marble,  mosaic  and  terra/za  can  be  used  on  top  of  the  concrete. 

In  tropical  climates  we  advocate  the  omission  of  all  wood  particularly  as  wood  is  likely  to  be  destroyed 
by  insects. 

\\  e  have  lately  introduced  some  novel  features  in  the  way  of  sliding  windows  and  shutters,  that  are  not 
only  absolutely  fire-proof  but  are  practically  indestructible  and  give  a  maximum  amount  of  air,  light,  etc. 

We  also  advocate  in  tropical  countries,  to  prevent  moisture  rising  from  the  ground,  to  have  cellars  to 
the  buildings,  and  to  water-proof  these  cellars,  so  that  the  cellar  will  be  as  dry  and  as  light  and  clean  as  any 
other  portion  of  the  building. 

\Ve  have  lately  finished  the  construction  of  the  largest  building  in  the  City  of  Havana,  pictures  of 
which  are  shown  on  pages  120  to  127.  This  building  occupies  an  entire  block  and  is  by  far  the  tallest 
building  in  the  city.  It  is  constructed  with  hollow  walls  with  arched  floors  and  flat  ceilings.  It  has  a 
water-proof  cellar — the  only  one  in  the  City  of  Havana,  and  the  cellar  is  as  dry  and  as  light  as  any  other  part 
in  the  building.  This  building,  by  actual  experience,  is  three  or  four  degrees  cooler  than  any  other  building 
in  Havana. 

The  entire  interior  of  walls,  ceilings  and  partitions  of  this  building  were  finished  at  great  expense  in 
Portland  cement,  and  the  same  can  be  washed  down  and  cleaned  without  fear  of  injuring  the  construction. 
A  number  of  pictures  are  given  showing  this  building  during  construction. 

117 


ANGLO-SWISS  CONDENSED  MILK  Co. "s  BUILDING,   BROOKLYN,   N.  Y. 


- 


MILL1KEN    PATENT    ROOF    CONSTRUCTION,     SHOWING    WIRE    WORK    AND    WOODEN    CENTERS    BEFORE    CONCRETE    WAS    IN    PLACK. 

118 


.\N'.I  n-Stt  I--    I'liNHI  N-l  II     Mil  K     ('i).'s     Hi    H.IHNi..     HROIIKI.VN,     N.     V. 


Mll.llkIN     I'VIIVI      l-o.il      i   i>\>-|  RTCTION     AKTKK     liiN'RKTK    IS    IX     PLACE. 

119 


FLOOR  ARCHING,   HAVANA  CIGAR  FACTORY. 
Taken  during  Construction,  showing  Method  of  Constructing  Floor  Arches  with  Reinforcing  Metal  and  Flooring  in  Concrete. 


WORK   DESIGNED,  FURNISHED  AND  ERECTED  ISY  MILLIKEX   BROTHERS. 

120 


FIRK  PRIKH   t'niiM;,    HAVANA  CKIAK   FACTORY. 
Taken  during  Construction,  showing  part  Plastered  and  balance  with  Reinforcing  Metal  Work. 


\\iiKK    liKSIii.NKH.   It  -K.MSIII  II  AM.   KUIl    II  U    |:V    MII.I.IKKN    ItKOTIIKKS. 

I  SI 


FIRE-PROOI-  PARTITION,   HAVANA  CIGAR  FACTORY. 
Taken  during  Construction,  before  Plastering  is  applied,  showing  Reinforcing  Metal  Work. 


WORK    DKSIC.XKD,  VURXISH  1C])   AND   KKKCTKD   T!Y    MILLIKEN   BROTHERS. 

122 


\V\ii-.    HAVANA  CICAR   FACTORY. 
T;iki-ii  during  Construction,  showing  MmiUls  lioklin^  Concrete  \ValN 


WORK  ]IKSII;\KII,  rruMsnr.n  AND  EKKITKH  P.Y  MII.I.IKKN  IIROTIIKW-. 

ita 


HAVANA   CIGAR  FACTORY,    HAVANA,   CUBA. 


ENTIRE    BUILDING    DESIGNED,     FURNISHED    AND    ERECTED    I)Y    MILLIKEN    BROTHERS. 

124 


INTKKIUK  VIKW,   HAVANA  CIOAR  FACTORV. 
Showing  Finished  Floor  and  Ceiling,  with  Specially  Designed  Windows  and  Blinds. 


\\<>KK   DKS|i;\KD,  I  I   KMSHKI)  AND  ERECTED  BY  MILUKEN  BROTIIKRS. 


1-2,1 


ARCADE  STREET  FRONT,   HAVANA  CIGAR  FACTORY.     VIEW  SHOWING  PORTAL  COLUMNS. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

126 


ll\\\s\  CIGAR   KM  \«K\    HUILIHNC.,   HAVANA,  i 


INIIKK    liriUHV.  D,    <     INSFRUI    III'     \M»    n:  KMMI I  l>    (  «)M  IM  I  I  I     |:V    MIIMKCN    l:K"|n 

187 


ACKER,   MERRALL  &  CONDIT  COMPANY  WARKHOUSE,   430  STREET,   NEW  YORK  CITY. 


ENTIRE    BUILDING     DESIGNED,     CONSTRUCTED    AND     FURNISHED    COMPLETE    1!Y     MU.I.IKEN    BROTHERS. 


SIH.II.   I'I.MI^K    BuitDINO,    ism    AM.    Kjiii    SIKIIIS    \\n   SIXTH    A. VENUE,    XKU    YORK   Cm. 


\\li    STEE1     WORK    KfRM-HH)     \M>    ERRCTED    l:N     MIII.IKKX    I:K')1IHK- 

129 


HOTKL  MAJESTIC,   720  STREET  AND  CENTRAL  PARK  WEST,   NEW  YORK  CITY. 


STEEL  WORK  DESIGNED  AND  FURNISHED   I!Y  MILLIKEX   ISROTIIEUS. 

180 


II'. in    R»\  M.TON,   431)  SIKH  i    MM;   SIMM    .\\i\ii,    Xiu    VHKK   Crrv. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

131 


DOME  OF  NEW  YORK  CLEARING  HOUSE,  NEW  YORK  CITY. 


STEEL  WORK  FURNISHED  AND  ERECTED  11Y  MILLIKEN  BROTHERS. 

132 


Pi  \KI    SIKIM    STATION,    KM^IS    KIUTRIC   Ii.i..   Co.,   N*i\v   YOKK  CITY. 


STF.KI.  \VOKK    HKSIC.NKIi    AMI    I  r  k  \  I -il  H-' I  >    1:Y    MII.I.IKI'S    I!U<  i  I  1 1  l-'KS. 

1M 


GAS  HOLDER  GUIDE  FRAME,   NEW  YORK  CITY. 


STEEL  WORK  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

134 


R.    I'.OKKK  &  Co.    Hi  ii. HIM;,   Nbxuo  ('in,    MKXICO. 


SII  I  I.  \\OKK    1  rUMSIIICI)  AND  ERECTED  BY   MII.I.1KKN   HKOTIIKKS. 

us 


WAINWRIGHT  BUILDING,   ST.   Louis,   Mo. 


PHtENIX    COLUMNS    SHOWING    SKELETON    CONSTRUCTION. 

136 


in    I'RIVATK.  DWELLING,   H.   O.    HA\  KMKYKK,   NEW   YORK  CITY. 


IKON    \VUKK    UKSICNED    AND    CONTRACTED    FOR    BY    MII.I.1KKN    BROTHERS. 

187 


R.   G.   DUN  BUILDING,   READE  STREET  AND  BROADWAY,   NEW  YORK  CITY. 


STEEL  WORK  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

138 


R.   BOKKR  &  Co.  WAREHOUSE    Mixun  C'nv,    Mixno. 


STKKI.  \\DKK   KrKNISIII-ll)  AM)  KRKITEI)   I'.Y   MII.I.IKEN   DROTHKKS. 

139 


LONG  ISLAND  R.   R.   Co. 's  TERMINAL  PASSENGER  STATION  ROOF,   LONG  ISLAND  Crrv,   NEW  YORK. 


IRON    WORK    DESIGNED,    FURNISHED    AND    ERECTED    BY    MILLIKEN    liROTHERS. 

140 


H  \\WARI.  Hun. DIN..,  SAN  FRANCISCO,  CALIFORNIA. 


STEEf,  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.IKEN  BROTHERS. 


WATERSIDE  STATION,  38TH-39TH  STRKKTS  AND  FIRST  AVKNUK,   NKW  YORK  CITY. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKKN   BROTHERS. 

142 


STORK  Bin. DIM;.   PORT  <>i    SPMN,   TRINIDAD. 


STEKL  WORK  MESICXED  AND  1  I'KMSIIED  BY  MILLIKEN  BROTIIKRS. 

143 


ECKSTEIN  BUILDING,  JOHANNESBURG,   SOUTH  AFRICA. 


XJ  -     i;* 

?  v  \      .     .  ,\ 
.  .  * 


»    '  •'  '. 


«k'    limn       -ill 


I  mil         I 


Li«  ••"•    ">- 

' 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

144 


C\ri    TIMI^    Mm. DIM..    t'vri    TOWN,    Soriii   Ai  ku  \. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.IKEN  BROTHERS. 

145 


ARONSON  BUII.DINI;,   SAN   FKAN'CISCO,   CALIFORNIA. 


STEEL  WORK  FURNISHED  BY  MILLIKEN  BROTHERS. 
146 


, 
ARONSON  BUILDING,  SAN  FRAKCISCO,  C..M  IM»; 


STEEI.  WORK  FURNISHED  VY  MII.LIKF.K   DROTIIF.RS. 


W.  J.   JAGGER  &  COMPANY'S  BUILDING,   CAPE  TOWN,   SOUTH   AKRICA. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

148 


Ml\l.    \N     <;«.\  I  KNMI  M      X  V  I  li  IN  VI      I'OST    ()|  |  I,   1,     Ml  M«l    ClTV. 


STEEI.  WORK   rUKMSUKI)  AND  ERECTED  BY  MILL1KEN  BROTHERS. 

149 


MORNINGSIDE  DORMITORY  AND  APARTMKNT  BUILDING,   NKW  YORK  Crrv. 


S'l 


,TEEI.  WORK  DESIGNED,  FURNISHED  AND  ERECTED  I!Y  MII.l.IKEN  BROTHERS. 


<'i  \klHK    Hi  II  lil\(.,    C.M'l     TIIWN,    SIM    ill    Alkii    \. 


STEF.I.  WORK   OKSir.XEO,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

in 


. 

TWENTY-SIX    STORTVOl'KICE    BUILDING    FOR    THE    INTERNATIONAL    BANKING    CORPORATION,    No.     60-62    WALL    STREET,     NEW    \OKti    ClTV. 


STEEL    WORK    FURNISHED    AND    ERECTED    HY    MILLIKEN    BROTHERS. 

153 


MANUFACTURING    BUILDINGS,   SHEDS,   MARKET   BUILDINGS,   CEMENT 

MANUFACTORIES,    ETC. 


FIOI 


Owing  to  the  low  price  of  steel  work  it  has  been  proven  that  roofs,  and  buildings  in  general  can  be 
>tructed  in  nearly  all  cases  as  cheaply  in  steel  as  they  can  in  wood,  and  have  the  additional  advantages  of 
being   fireproof  and    much    more   durable.     Probably   the    simplest    form   of    this    class    of 
construction    is   passageways   shown   on    Figure  2.      These   are   used   for  access  from  one 
building  to  another,  or  on  docks  or  any  other  place  where  a  covered 
passageway    is    required   to  protect  either  persons  or  goods  from    the 
weather.     The   roof  is    usually    covered    with    corrugated    galvanized 
-heet   in>n. 

Another  simple  form  of  construction  is  a  shed  over  a  sidewalk,  as  shown  in 
Figure  3.  which  reaches  from  a  building  to  the  curb  and  is  also  used  for  the  protection 
of  persons  and  goods 

A  larger  form  of  construction  is  for  the  roofs  of 
buildings  which  have  brick  or  stone  walls  as  shown 
in  Figure  4. 

In  buildings  in  which  the  walls  are  not  of  brick  or  stone  but  composed 

153 


KlCI-RK  • 


FliifKK  4. 


FlOURE    5, 


of  iron,  it  is  often  advisable  to  have  projecting  awnings,  as  shown  in  Figure  5, 
to  protect  the  inside  of  the  building  from  the  weather,  in  cases  where  there  are 
openings  or  doors  in  sides  of  building,  especially  when  the  main  roof  of  the 
building  is  at  any  considerable  height.  The  roofs  in  these  cases  are  usually 
covered  with  corrugated  galvanized  sheet  iron. 

The  most  complicated   form  in  which  steel    is  used    for  roof  trusses  is 

shown  on  Figure  6.     Buildings  of  this  class  are 

generally  used  for  Armories,  Drill  Halls,  Railroad  Depots  and  Exhibition 
Halls,  or  places  where  a  large  amount  of  space  is  required,  with  height  between 
the  floor  and  the  truss,  and  at  the  same  time  unobstructed  by  any  columns  or 
supports.  The  form  of  truss  shown  in  this  Figure  is  known  as  the  Three 
Hinge  Arch  Truss.  The  covering  of  these  roofs  is  generally  made  of  wood  on 
which  is  laid  tin,  copper  or  some  other  weather  protecting  material. 

Plate  No.  43  shows  a  very  economical  and  efficient  design  for  a  Railroad  Station,  which  gives  plenty 
of  light  and  air,  at  the  same  time  protecting  the  passengers  and  the  cars  from  the  weather.  Many  other 
designs  could  be  given  arranging  for  either  more  or  less  tracks  than  are  shown  on  this  plate. 

We  have  made  a  specialty  of  designing  and  building,  for  a  number  of  years  past,  machine  shops, 
foundries  and  shops  for  the  manufacture  of  all  classes  of  goods.  Plate  No.  46  shows  the  design  for  a 
shop  where  heavy  material  is  to  be  manufactured.  The  central  or  main  span  of  the  roof  covers  a 
traveling  crane  which  is  used  for  the  moving  of  heavy  material.  In  this  country  these  cranes  are 
universally  moved  either  by  hand  for  small  manufactories,  or  in  the  larger  works  by  electric  power 
which  gives  absolute  and  quick  movement,  and  these  cranes  are  made  to  lift  almost  any  load.  Many  are 


FUJI-RE  6. 


154 


now  in  use  which  lift  100  tons  (91,000  kilos.)  \Ve  are  prepared  to  include  in  estimates  for  this  class  of 
work  the  cranes  complete  with  all  their  mechanism.  The  crane  is  usually  operated  by  one  man  who  sits 
in  a  cage  directly  under  the  crane  girders  and  operates  the  crane  by  means  of  levers  and  switches. 

The  side  walls  of  these  manufacturing  buildings  are  often  built  of  brick  or  stone  as  shown  on 
Plate  No.  47,  but  in  many  other  instances  we  construct  the  sides  entirely  of  corrugated  galvanized  sheet 
iron.  The  two  leantos  on  either  side  of  the  main  span  are  usually  for  the  manufacture  of  lighter  articles 
than  those  handled  under  the  main  span,  and  in  some  cases  we  design  the  buildings  with  an  additional 
floor  making  two  stories  of  this  part  of  the  building.  For  the  easy  movement  of  the  goods  under  these 
K-antos  we  usually  furnish  hand  trolleys,  by  which  the  load  can  be  raised  or  lowered  from  the  floor  by 
differential  blocks  and  moved  along  the  trolleys  by  hand,  thus  saving  the  lal>or  of  lifting  them  bodily  and 
transporting  them  on  trucks. 

Several  pictures  appear  in  this  catalogue  of  manufacturing  buildings  of  this  class,  with  both  the  single 
and  the  double  floor  underneath  the  leantos. 

\Ye  have  also  given  a  great  deal  of  attention  to  the  designing  and  building  of  market  buildings, 
especially  for  countries  in  warm  climates.  A  view  of  such  a  market  is  shown  on  Plate  No.  48.  The  frame 
of  the  building  is  constructed  entirely  of  steel  from  the  foundations  up.  The  roof  is  covered  with  corrugated 
galvani/ed  sheet  iron,  and  the  sides  of  the  building  are  constructed  of  open  iron  work,  with  a  panel  of  sheet 
iron  work  'near  the  ground.  The  particular  objects  that  we  have  in  view  in  making  the  designs  are  perfect 
\vntilation,  and  each  part  designed  so  that  the  market  can  be  easily  and  quickly  cleaned  and  all  parts  are 
arranged  so  that  neither  dirt  nor  refuse  can  accumulate  and  decay  and  thus  cause  trouble. 

In  furnishing  this  work  we  are  prepared  to  furnish  the  construction  of  the  stalls  themselves  for  the 
sale  of  the  goods  together  with  the  counters,  cash  drawers,  etc.  Also  fountains,  clocks  and  the  other  ornamental 

165 


and  useful  accessories  that  go  with  such  a  building.  \Ve  are  also  prepared  to  furnish  elevated  water  tanks  so 
that  water  can  always  be  obtainable  to  completely  wash  the  market  each  day,  all  of  which  is  fully  explained 
later  on.  Plate  No.  49  shows  a  design  for  a  building  to  be  used  for  various  purposes  where  it  is  desirable  to 
seat  a  large  number  of  people  and  it  is  arranged  so  that  each  person  will  have  a  perfect  view  of  the  stage  or 
centre  of  the  building  as  the  case  may  be.  This  form  of  building  is  so  arranged  that  it  has  the  advantage  of 
being  particularly  adapted  for  the  use  of  assemblies,  conventions,  theatre  performances,  circuses,  athletic 
games,  bull  fights,  etc.  The  stage  is  usually  located  at  one  end  of  the  building  but  is  so  constructed  that  it 
can  be  removed  when  desired.  The  centre  of  the  building  or  main  floor  is  arranged  with  seats  when  the 
performance  is  taking  place  on  the  stage,  but  when  used  for  a  circus  these  seats  are  removed.  At  least  two 
or  more  balconies  of  seats  can  be  arranged  around  the  sides  of  the  building.  In  front  of  these  seats,  stalls  for 
the  accommodation  of  a  number  of  people  in  one  party  cau  be  arranged.  Access  to  any  part  of  the 
building  can  be  had  under  these  balconies  without  crossing  the  arena  of  the  building.  In  case  it  is  not 
possible  to  get  light  from  the  sides  of  the  building,  owing  to  adjoining  buildings,  ample  light  can  be  afforded 
from  the  roof. 

We  have  lately  made  a  specialty  of  designing  and  constructing  buildings  for  the  manufacture  of 
cement.  On  pages  235,  236,  and  259,  260  will  be  found  views  of  some  of  these  buildings.  We  wish  to  call 
your  particular  attention  to  the  part  of  this  Catalogue  devoted  to  the  subject  of  tanks  and  the  photographs 
shown  in  connection  with  this  work  on  page  255.  Nearly  all  the  manufactories  of  cement  require  large  tanks 
for  the  storage  of  rocks,  cinders,  ground  cement,  coal,  etc.,  all  of  which  class  of  work  is  manufactured  by  us. 


156 


Plate  No.  46. 


157 


Plate  No.  47. 


158 


Plate  No.  48. 


159 


Plate  No.  49. 


•D 


D 


160 


I\,.iu-'Hi    SiKi.i'\vi    DRII.I.  (.'".    M\«III\I    SIKIC.    KA-ION,    PA 


STEEL  WORK    1M--K  ;\TI  i.   I  •fRXISIIEH  AMI   I.KI.(  TKH   I'.V   Ml  I.I. I  KEN   BROTHERS. 

ir.i 


EDISON   ELECTRIC  ILL.  Co.,  66xH   STREET  POWKR   STATION,  BROOKI.VX,  X.  Y. 


^aS*5--  '  -  -'~ 
•"  .  ...-     —    •" "    •'.*.'••**•'* 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

162 


Kin  IKI.    Co.  "a  M  \iniM    Sum',   \V  \  I'M -MM.,   X.   J 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

168 


T3'i'H  REGIMENT  ARMORY,   BROOKLYN,   N.  Y. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.fKEN  BROTHERS. 

164 


RK.IMKM    ARMOKV,    BK<>nki.\N,   N.  Y 


STEEL  WORK  DESIGNED,  FURNISHED  ANp  ERECTED  BY  MILLIKEN  BROTHERS. 

MS 


ATLAS  PORTLAND  CKMKXT  Co.    Pui.\  KRIZKK  BUILDINI;,   NORTHAMPTON,    PA. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

166 


Bl    I  I    VI  ii    Si  Kl  I    I      R  Ml  U   \\     C'>.     PMWK.K     Si  A  I  II  i\,     Hi    I  I    VI  O,     N.    Y. 


I     \\<>KK    HKSIiiNKIi.   H  KMSI1KD  AND  ERECTED  BY   MILI.IKI.N    BKOTHBB& 

167 


BROOKLYN   WATKR  WORKS  COAI,  STOKA(;K.  HOUSK,    BROOKLYN,   N.  Y. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

168 


\V\kKIN     F..I    SDK1      I'.III.DIM.,     I'll  I  I.I.I  I'-IH    Kii,     N.     J. 


STEEL  WORK  DESIC.N  KH,   I  I'KMSHED  AND  ERECTKI)   ItV    M  I  I.I.I  Kl-  X    Illioilll  KS 

169 


MILLIKKN  BROTHERS'  BRIDCK  SHOP  No.  3. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY   MILLIKKN   BROTHERS. 

170 


IRON  WORKS  FOUNDRY  Bun. HIM.,   H  \w\n\\   I-i  \M.~ 


STEKI.  WORK   DKSH.NKI),   l-TKN  1>II  Kli   AM)  ERECTED  BY  M1I.I.IKKN    I'.Ki  >  I  HERS. 

171 


HONOLULU  IRON  WORKS  MACHINE  SHOP,   HAWAIIAN  ISLANDS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

173 


II, .\.. i  rit    IKON   WOKK>  MACHINK  SHOP,    HAWAIIAN   ISLANDS. 


STEEI.  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BV  MILUKEN  BROTHERS. 

1 71! 


HONOLULU  IRON  WORKS  FOUNDRY  BUILDING,   HAWAIIAN  ISLANDS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN   BROTHERS. 

174 


C'.p\.  MI    II  MI.,    C'vri    Tou\,    Sol   in    AKKH  \. 


STEEL  WORK  DI:SI«;M:I>.  IIKNISIIKD  AND  ERECTED  BY  MILI.IKEN  BKOTIIERS. 

IT.'. 


CKNTKAI,  R.    R.   OF  N.   J.   CAR   RKPAIR   SHOPS,   ELIZABETHPORT,   N.   J. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

170 


CM  KOMI  Si  1 1 1  COMPANY'S  I'i  \M,  CARTKRET,  N.  J. 


I.  WORK   l>K-K.\r.li.   I  ri;\IMII  1>  AND  ERECTED  BY  MILMKEN  BROTHERS. 

m 


RUSSIAN  GOVERNMENT  MACHINE  SHOP,   PORT  ARTHUR,   SIBERIA. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

178 


M"\MI.M  r    IKON   \Yokks  Pi  \s  i,    H<«v«>i  MI,    H.    I. 


STEEI.  \MIKK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

179 


STKKF.T  CAR  SHOPS  FOR   MKXICAN   STRF.KT  RAILWAY,   MKXICO  CITY. 


STEEL  WORK  FURNISHED  BY  MILI.IKEN  BROTHERS. 
180 


Ml   \l.     \N     <:  \~      \\H     Kl  I  <    I  KU      C»M  I1  \N\      I'oWl  k     Si    \  I  I.  IN,      Ml  XU  0    I'l  M. 


«*»'  —      ^5f  !*_"*k»xr^'  ^^      ^fruQ^j**    '     "^^  »^ 

-.  te«-*v  »  5«rv*7*r  •  ^-i*  w      ^ffe»:v  •*."-*     '*• 

-•  ri,  :^v^. '  - '..; .^.  /  •  ^'Tj^-rg^  -  -. 


STEEI.  WORK  I>KSIC,M:I)  \\n  i  IKNISIIKD  BY  MILI.IKEN  BROTHKRS. 


CANE   AND    BEET   SUGAR   MILL   BUILDINGS. 


Probably  no  class  of  buildings  demands  greater  attention,  owing  to  the  valuable  machinery  which  they 
contain,  than  sheds  and  buildings  covering  cane  and  beet  sugar  mills,  and  probably  no  class  of  buildings  is  so 
liable  to  suffer  from  fire  on  account  of  the  combustible  nature  of  the  material  stored  in  them  and  in  their 
immediate  vicinity.  An  owner  can  hardly  estimate  the  loss  and  delay  occasioned  by  fire,  especially  just 
before  he  is  ready  to  grind,  as  such  an  accident  means  the  loss  of  his  entire  crop,  in  addition  to  the  loss  of  his 
buildings  and  machinery. 

Some  years  ago  it  was  customary  to  design  cane  sugar  mills  with  low  buildings  extending  over  a 
considerable  area  of  ground.  The  apparatus  was  installed  either  on  ground  level  or  on  platforms  a  few  feet 
above  the  ground.  The  latest  design  for  cane  sugar  mill  buildings  calls  for  more  or  less  of  the  apparatus  to 
be  elevated  at  a  considerable  height,  and  steel  is  almost  universally  used  for  the  entire  frame  work  of  such 
buildings,  for  three  reasons: 

FIRST — The  cost.  Steel  is  now  very  cheap  and  with  proper  engineering  skill  a  building  can  be 
designed  with  a  minimum  amount  of  material.  Wood  is  expensive;  it  does  not  last  long-  and  requires  all  of 
the  skilled  labor  to  be  sent  to  the  building  site  to  frame  it  and  put  it  in  place. 

SECOND  —A  sugar  mill  of  all  places  should  be  light  and  airy,  and  above  all,  clean.  None  of  these  points 
can  be  accomplished  by  the  use.  of  a  wooden  structure. 

THIRD— Steel  buildings  are  fire-proof,  while  wooden  buildings  are  not. 

182 


\Vt_-  will  now  briefly  describe  the  main  buildings  that  go  to  make  a  complete  cane  sugar  mill  plant: 

We  first  have  the  cane  shed.  This  is  a  steel  constructed  building  covered  on  the  top  with  sheet  metal, 
open  on  the  sides  and  of  sufficient  length  and  width  to  contain  the  cars  of  cane  and  the  cane  conveyer.  The 
roof  trusses  can  be  made  strong  enough  to  support  a  cane  unloader,  if  the  same  is  desired. 

The  next  building  is  the  grinding  house,  containing  the  crusher,  grinding  mills  and  engine.  This 
building  is  constructed  of  steel  and  covered  with  sheet  metal.  Its  sides  and  ends  are  entirely  closed  in;  they 
are  supplied  with  plenty  of  windows  and  louvres  for  ventilation.  Inside  of  this  building  there  should  be  a 
hand-traveling  crane,  to  be  used  for  changing  the  rolls  of  the  grinding  mill,  or  to  make  any  necessary  repairs 
to  the  engines.  These  cranes  will  be  found  to  pay  for  themselves  simply  on  installing  the  mills  and  engines, 
not  to  speak  of  their  usefulness  in  case  of  an  accident  to  the  grinding  rolls.  These  cranes  are  fully  described 
later  on  in  this  catalogue. 

The  next  building  is  the  boiler  house.  This  structure  covers  the  boilers,  economixers  and  bagasse 
floor.  In  a  number  of  plants  which  we  have  built  the  bagasse  floor  is  above  the  ground.  The  space 
underneath  the  floor  is  used  for  getting  draught  to  the  boilers.  This  building  is  also  enclosed  in  sheet  metal 
\\ork.  special  attention  being  given  to  ventilation.  A  steel  stack  is  usually  required  for  the  boilers.  These 
stacks  are  fully  described  later  on  in  this  catalogue. 

We  cannot  recommend  too  highly  the  use  of  a  properly  proportioned,  self-supporting,  steel  smoke  stack. 
Its  first  cost  is  very  much  less  than  a  brick  stack,  and  it  can  be  erected  in  one-quarter  of  the  time. 

The  next  building  to  be  considered  is  the  boiling  house.  This  is  by  far  the  largest  and  most  important 
one  of  the  group.  It  is  constructed  entirely  of  steel  frame  work,  the  outside  of  sheet  metal,  with  plenty  of 
windows  for  light  and  ample  ventilation.  It  is  usually  about  three  stories  in  height.  On  the  upper  floor  rest 
the-  strike  pans  and  tanks;  below  this  floor  rest  the  crystallizers,  and  again  below  this,  the  centrifugals.  The 
bag  filter,  juice  weighing  machine,  defecators,  liming  tanks,  and  other  parts  of  the  machinery  rest  on  floors  of 

183 


different  levels.  These  heights  and  levels  are  to  a  great  extent  determined  by  the  exact  class  of  machinery 
installed,  and  a  wing  to  the  building  forms  the  sugar  room  and  sometimes  a  separate  room  for  the  storage  of 
sugar  ready  for  shipment. 

In  the  latest  and  best  designed  sugar  plants  the  floors  on  which  the  machines  rest  are  constructed  of 
steel  beams.  These  floors  form  a  portion  of  the  building  itself,  and  so  brace  the  entire  structure,  which  is 
clearly  shown  in  a  number  of  photographs  given  in  this  book.  In  many  cases  owing  to  the  enormous  size 
and  weight  of  the  machines  it  would  be  impossible  to  support  them  safely  on  wooden  construction.  The  floors 

between  the  steel  beams  are  usually  constructed  of 
temporary  wooden  planks  laid  on  top  of  steel 
beams  until  all  the  piping  is  definitely  located;  we 
then  suggest  that  the  wood  be  removed  and  the 
permanent  floor  constructed  of  concrete,  (such  as  is 
described  in  the  first  part  of  this  catalogue)  and  the 


Diamond  Pattern. ' 


Rib  Pattern. 
FIGURE  7 


Checkered  Potter n. 


top  surface  of  this  concrete  finished  with  asphalt,  to 
make  the  same  water-proof.  The  floors  can  then 
be  properly  washed  and  kept  absolutely  sweet  and  clean.  We  have  constructed  floors  in  sugar  mill  buildings 
in  which  steel  floor  plates  were  furnished  by  us,  which  rested  directly  on  top  of  the  steel  floor  beams.  This 
makes  a  non-combustible  floor  and  one  which  is  light  and  can  easily  be  kept  clean.  Figure  No.  7  shows  the 
patterns  in  which  these  floor  plates  are  rolled. 

Access  from  floor  to  floor  in  the  boiling  house  is  had  by  means  of  stairs,  and  in  some  cases  we  have 
furnished  elevators.  In  order  to  avoid  any  danger  of  fire  we  recommend  that  the  wooden  window  frames  be 
entirely  encased  in  sheet  metal,  and  that  all  large  openings  be  protected  by  rolling  steel  shutters  instead  of 
wooden  doors. 

184 


\\'e  are  prepared  to  estimate  and  furnish  all  kinds  of  staging  and  framing  required  for  the  support  of 
the  numerous  marhiiies  used  in  sugar  mill  buildings,  like  Defecators,  Clarifiers,  Condensers,  Tanks,  Vacuum 
puns,  Crystalli/ers,  Centrifugals,  etc.,  etc.,  but  in  new  plants,  as  we  have  stated  above,  these  usually  rest  on 
floors  which  are  specially  designed  to  take  the  loads. 

In  and  around  every  sugar  plantation  there  are  numerous  other  buildings  and  structures  which  require 
steel,  such  as  cooling  towers,  steel  troughs,  aqueducts,  tanks,  bridges,  power  plants,  pumping  plants,  electric 
light  plants,  round  houses  for  the  storage  of  locomotives,  machine  shops,  turn  tables,  etc.,  etc.  All  of  this  work 
we  make  a  specialty  of  designing  and  constructing. 

We  will  now  give  a  short  description  of  some  few  of  the  important  plants  which  we  have  lately  built, 
nearly  all  of  which  are  illustrated  by  photographs  and  drawings. 

The  picture  on  page  189  shows  the  completed  Oahu  Sugar  Mill  that  we  recently  built  in  the  Hawaiian 
Islands.  This  mill  has  a  capacity  of  1200  tons  of  cane,  equivalent  to  150  to  175  tons  of  sugar  ever)'  24  hours. 

The  picture  on  page  190  shows  the  structural  steel  frame  work  of  the  grinding  house  and  boiler  house- 
before  the  same  is  covered  with  the  sheet  metal  work. 

The  photograph  on  page  191  shows  the  structural  steel  work  for  the  boiling  house  in  process  of  erection. 
The  end  of  the  boiler  house  is  shown  at  the  extreme  right,  and  in  this  case,  this  building  is  covered  with  the 
.slu-et  metal  work. 

The  photograph  on  page  192  is  of  the  completed  mill  looking  at  the  building  from  the  cane  receiving 
shed  end. 

The  picture  on  page  193  is  a  view  of  the  completed  plant  looking  at  it  from  the  sugar  room  and  shipping 
shed  end  of  the  boiling  house. 

The  photograph  on  page  194  is  taken  inside  the  cane  receiving  shed  which  shows  the  arrangement  of  the 
conveyer  etc.  for  receiving  the  cane. 

185 


The  photograph  on  page  195  is  taken  in  the  interior  of  the  grinding  house  and  shows  clearly  the 
arrangement  of  the  hand  traveling  crane  over  the  crusher,  sugar  mills  and  engine. 

The  photograph  on  page  196  is  an  interior  view  of  the  boiling  house  and  shows  at  the  extreme  top  the 
strike  pan  floor,  underneath  it  the  crystallizers  and  again  underneath  these  the  centrifugal  and  the  lower  floor 
of  course,  is  used  for  sugar  shipping. 

The  cut  on  page  197  shows  the  completed  plant  of  the  Waialua  Sugar  Mill  which  we  erected  in  the 
Hawaiian  Islands.  The  capacity  of  the  mill  is  1200  tons  of  cane,  equivalent  to  150  to  175  tons  of  sugar  every 
24  hours. 

The  photogragh  on  page  198  shows  the  mill  nearing  completion  and  is  taken  from  the  cane  shed  end  of 
the  building. 

The  photograph  on  page  199  is  taken  at  the  end  of  the  boiling  house  and  shows  the  arrangement  of  the 
strike  pans,  crystallizers,  etc. 

The  photograph  on  page  200  is  taken  near  the  boiler  house  and  shows  the  starting  and  method  of 
erecting  the  smoke  stack. 

The  cut  on  page  201  shows  the  completed  plant  of  the  United  Fruit  Co.  at  Banes,  Cuba.  The  capacity 
of  this  mill  is  150  tons  of  sugar  every  24  hours. 

The  photograph  on  page  202  was  taken  during  the  erection  of  this  w-ork. 

The  cut  on  page  203  shows  the  completed  plant  of  the  Olaa  Sugar  Mill  which  we  erected  in  the 
Hawaiian  Islands.  The  capacity  of  this  mill  is  1200  tons  of  cane  equivalent  to  150  to  175  tons  of  sugar  every 
24  hours. 

The  photograph  on  page  204  is  of  this  mill  during  erection  looking  toward  the  boiling  house  and 
grinding  house  and  shows  very  clearly  the  arrangement  of  the  floors  in  the  boiling  house. 

The  photograph  on  page  205  is  the  same  as  the  above,  only  taken  in  another  direction. 

186 


The  photograph  on  page  206  shows  the  buildings    when   practically  completed.     The  view  is   taken 
at  the  end  of  the  cane  receiving  shed. 

The  photograph  on  page  207  is  an  interior  view  of  the  crushing  and  grinding  rolls,  showing  the  end  of 
the  overhead  hand  traveling  crane. 

The  cut  on  page  208  shows  the  completed  sugar  mills  building  for  the  Maui  Sugar  Mill  that  we  built  in 
the  Hawaiian  Islands.  This  factory  is  without  question  the  largest  one  of  its  kind  in  the  world.  The  mills, 
of  which  there  are  three  sets,  have  a  capacity  of  3600  tons  of  cane,  equivalent  to  550  tons  of  sugar  every  24 
hours. 

The  photograph  on  page  209  shows  this  extensive  mill  when  Hearing  completion,  the  photograph  being 
taken  on  the  rear  end  of  the  boiling  house  and  bag  and  filter  house. 

The  photograph  on  page  210  is  an  interior  view  showing  the  crushing  and  grinding  rolls  and  overhead 
traveling  crane. 

The  photograph  on  page  211  shows  in  the  upper  part  the  strike  pans.  Below  this,  the  crystalli/.ers, 
below  this  the  centrifugals,  sugar  storage  room  and  shipping  shed. 

The  photograph  on  page  212  is  taken  on  the  strike  pan  floor. 

The  cut  on  page  214  represents  the  completed  plant  of  the  Kauai  Sugar  Mill  Building  which  we  built 
in  the  Hawaiian  Islands.  This  has  a  capacity  of  1000  tons  of  cane,  equivalent  to  120  to  125  tons  of  sugar 
ever}-  24  hours. 

The  photograph  on  page  215  shown  on  the  left  hand,  the  new  portion  of  the  sugar  mill  buildings.  ( )n 
the  right  hand  end  are  the  old  and  original  buildings  of  this  plant. 

The  cut  on  page  216  shows  the  completed  plant  of  the  Francisco  Sugar  Co.  at  Guayabal,  Cuba.  This 
plant  has  a  capacity  of  1200  tons  of  cane,  equivalent  to  150  to  175  tons  of  sugar  every  24  hours. 

187 


The  cut  on  page  217  shows  the  completed  plant  of  the  Molokai  Sugar  Mills  in  the  Hawaiian  Islands. 
This  plant  has  a  capacity  of  1500  tons  of  sugar  cane,  equivalent  to  150  tons  of  sugar  every  24  hours. 

The  cut  on  page  218  illustrates  the  completed  plant  of  the  Ewa  Sugar  Mill  which  we  erected  in  the 
Hawaiian  Islands.  There  are  two  mills  connected  with  this  plant  and  their  combined  capacity  is  equivalent 
to  2400  tons  of  cane  or  300  to  350  tons  of  sugar  every  24  hours, 

These  buildings  were  erected  over  existing  buildings  and  during  the  grinding  season,  which  shows  that 
old  plants  can  be  remodeled  and  made  up  to  the  latest  standard  without  interfering  with  the  grinding  of  their 
crops. 

The  photograph  on  page  219  shows  the  Sugar  Mill  Building  which  we  built  in  Yngo.  Elizalde  in  Cuba. 

The  photograph  on  page  220  shows  a  roof  over  a  storage  house  for  the  American  Beet  Svigar  Co., 
California. 

The  photograph  on  page  221  shows  the  completed  building  of  a  store  house  which  we  designed  and  built 
in  New  York  City. 

The  photograph  on  page  222  shows  the  steel  frame  work  for  this  building  before  it  was  covered  with  the 
sheet  metal.  This  form  of  a  store  house  is  particularly  adaptable  to  plantation  work  for  the  storage  of  sugar  or 
any  other  material  that  requires  to  be  housed  in  a  fire-proof  building. 

The  photograph  on  page  223  shows  the  completed  sugar  mill  plant  for  the  Cape  Cruz  Sugar  Company 
in  Cuba. 


188 


SII.AK  Co.,    HUSOI  i  i  r,    H.    I. 


STEEL  WORK  DESIGNED,  FI/KMSIll.l.  AM)  ERECTED  BY  MILI.IKEN  BROTHER;!. 

IM 


OAHU  SUGAR  Co.  BOILER  HOUSE  AND  GRINDING  MILL,  HONOLULU,  H.  I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTKD  BY  MILLIKEN  BROTHERS. 

190 


OAHU   SUCAK  Co.   Bon IM;   IIooi,    H.ISOI  n  i  ,    II.    I. 


STEEI.  WORK   IiKSICNKH.   1  I   KMSIIED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

191 


OAHU  SUGAR  Co.   CO.MPI.KTE  BUILDINGS,    HONOLULU,   H.   I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  P.Y  M1LLIKEN  BROTHERS. 

192 


OAHU  SrtiAR  Co.,   Hov>i  t  n,    H.   I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MII.I.IKEN  nROTHERS. 

198 


OAHU   SUGAR  Co.    CANK  CAKRIKR  SHKD,    Hoxoi.n.r,    H.    I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.IKEN  BROTHERS. 

194 


UNIVERSITY 

V^*'  tf  3*y 
OAHI    Si  CAK  Co.    HONOLULU,    H.   I. 


MI  ii.  \\OKK  DKSK.M.II,  i  IKMSIII:II  AND  KKKCTKD  r.v  MILLIKKX  I'.KOTIIKKS. 

108 


OAHU   SmiAR  Co.  CKYSTALLIZEK  AND  CENTRIFUGAL  FLOORS,   HONOLULU,   H.    I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTKU  BY   MILI.IKEN  BROTHERS. 

196 


WAIAI.UA  SUGAR  Co.,   HAWAIIAN  ISI.AM>~. 


STEEL  WORK  DliSKJNKI),  FL'KNISHEI)  AND  ERECTKD   I'.V   MII.I.IKI.X   I'.KOTIirRS. 

107 


WAIALUA   SUGAR  MILL  HAWAIIAN   ISLANDS. 


STEEL  WO  UK  DI-S1GNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

193 


\V\i\it\    SI-.AK    Mill,    HAW  \II\N    I-i  \M>-. 


STEEL  \\OUK  I)I:SK;M:II.  i  n<Msm.i>  AND  KHKCTKH  r.v  MM.LIKKN  I:I«>TIII-:KS. 

199 


WAIALUA  SUGAR  Co.,   HAWAIIAN  ISI.,\M». 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

200 


r\ini.  FKI  M    Co.,   BANKS,  Cii:\. 


STEEL  WORK  DESIGNED  AND  FURNISHED  BY  MILUKEN  BROTHERS. 

'.'ill 


BANES  SUGAR  MILL,   CUBA. 


STEEL  WORK  DESIGNED  AND  FURNISHED  BY  MILLIKEX  BROTHERS. 

202 


OI.AA  SIT.AR  Co  ,   HAWAIIAN   ISLANDS. 


STEEI.  WORK   DKSKJXKD,  1-T  K\  ISM  I  I  >    \M>  I  Kl  <   Ill)   IIY  MII.I.IKKN   I1ROT1II  I.  ~ 


OLAA  SUGAR  Co.,   HAWAIIAN  ISLANDS. 


m 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 


OLAA  SUGAR  Co.,   HAWAIIAN   ISLANDS. 


STEEI.  WORK  in :-I.,M -in.  I-TK.MHII-.II  \\i>  ERECTED  BY  MILLIKEN  BROTHERS. 

ons 


OI.AA   SUGAR  MILL  Bun, DINKS,   HAWAIIAN  ISLANDS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 


OI.AA  Sn;.\R   MIII.    HAWAIIAN   ISLAND:-,    Simwixi;  CKTMIINI;  PLANT. 


STEEL  WORK  DESIGNED,  FL'K  MSII  KI  i  .\\|>  ERECTED  BY  MILLIKEN  BROTHERS. 

207 


HAWAIIAN  COMMERCIAL  AND  SUGAR  Co. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

208 


HAWAIIAN   I'.IMMKKCIAL  AND  SUCJAR  Co. 


STIiKL  WORK   I  >!.>  li  ,M:i  i,   I  t'KNISIl  I.I)  AM)   KKK(   II. H   I!Y  MILLIKEN  BROTHERS. 


HAWAIIAN  COMMERCIAL  AND  SUGAR  COMPANY'S  PLANT,   H.'L,  SHOW.NT:  CRUSHING  MILLS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILUKEN   BROTHERS. 


H.\U    \II\N     OlMMI  K.    I  \l       \M>    Sli.\K    COMI'AN\'-     1'l.AST,     H  A  W  A 1 1  \  N     I-IANI1-,     SllM\\IN(.     SlIII'I'INi.     SlIMl. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

211 


HAWAIIAN  COMMERCIAL  AND  SUGAR  COMPANY'S  MILL,   STRIKK  PAN   FLOOR. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

212 


II  \U\MVN   I'..M\II  KI  IAI.    \M>  SU<;AR  C%O\H'AN\'-  SI..AR  MII.I.,    HAWAIIAN   IM.ANKS 


STEEL  WORK  r>KSI<;M.t>,  Fl'RMSIIF.n  AND  ERECTED  DY  MILLIKEN  BROTHERS. 


MAKEE  SUGAR  Co.,   HAWAIIAN  ISLANDS. 


STEEL  WORK  DESIGNED  AND  FURNISHED  BY  MILLIKEN  ISROTIIEUS. 

01  i 


MAKI  i    Si  >.AR  COMPANY'S  SUCAK  MII.I.  PLANT,   HAWAIIAN   ISI.ANH-. 


Sli:i  1.  \\OUK   DI.SIC.NKI)  AMI  I  rKNISII  I-.P  ]!Y  M  1 1.I.  I  K  KX  DROT1IICKS. 

W8 


FRANCISCO  SUCAR  Co.,   GUAVAHAI,,   CUBA. 


STEEI.  WORK  DESIGNED,  FURNISHED  AND  ERECTED  HY  MILLIKEN  UROTHERS. 


MOI.OKAI  SU<;AR  Mn.i.s,    HAWAIIAN  I>i  ASH-. 


S!l  I.I.  \\oKK    1)1  >li,\l  -.11    \Mi   II    KM.-IIKlJ   I'.V    MII.I.IKIIX   UUO'I  II KUS. 

•'17 


EWA  SUGAR  MII.I,,   HAWAIIAN  ISLANDS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

01  c 


YNOO  EI.IZALUE,  CUIIA. 


STEEL  WORK  DESIGNED,  FrKMSIII.I)  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

219 


AMKRICAN  BKKT  SUCAR  Co.  BOILER  HOUSK,   CHINO  VAI.LKV,   CAI, 


STEEL  WORK  DESIGNED  AND  FURNISHED  BY  MILLIKEN  BROTHERS. 

220 


\V\KMI.M-I,  \Vi-i    5s"1   SIKFM,   NKW  YORK  Cm. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  Ml  M.I  KEN   ItROTHERS. 

Ml 


WAREHOUSE,   WEST  58™  STREET,   NEW  YORK  CITY. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILMKEN  BROTHERS. 

222 


CAPE  CRUZ  SUGAR  Co.,  CUBA. 


STF.EI.  WORK  DESIGNED  AND  FURNISHED  BY  MILUKEN  BROTHERS. 


SHEET   METAL  WORK. 


The  tise  of  corrugated  Galvanized  Sheet  Iron  is  becoming  very  general  in  Foreign  Countries,  owing 
no  doubt  to  the  fact  of  its  very  extensive  use  in  this  country.  Plate  No.  50  gives  the  thickness  in  inches 
and  ni/ms.  for  the  corresponding  gauge  number  as  used  in  the  United  States.  In  specifying  for  sheet  iron 
work  the  gauge  number  represents  the  thickness  of  the  iron  before  it  is  galvanized.  After  it  is  galvanized 
it  will  increase  in  thickness  about  one-half  the  difference  between  the  numbers  given,  for  instance  No.  22 
United  States  Standard  when  galvanized  will  be  intermediate  in  thickness  between  No.  20  and  No.  22 
before  it  is  galvanized. 

The  center  part  of  Plate  No.  50  gives  the  distance  center  to  center  of  the  corrugations,  and  also  the 
approximate  depth  of  the  corrugations  which,  however,  is  liable  to  change  slightly.  In  specifying  for  corru- 
gated sheet  iron  the  distance  from  center  to  center  of  corrugations  is  always  given  and  not  the  depth  of  the 
corrugations.  For  instance  in  specifying  for  the  second  one  shown  in  illustration  one  should  specify  for 
63.50  m/m  which  would  correspond  with  the  2^2  inches  English  corrugation  and  this,  by  the  way,  is  the  one 
which  is  most  commonly  used  in  the  United  States  and  the  one  which  we  find  gives  the  greatest  amount  of 
strength  and  rigidity,  as  well  as  security  in  keeping  out  the  water.  The  3  inch  English  (76.20  m/m)  corruga- 

224 


tiou  is  not  very  often  used  and  the  i '+  inches  English  (31.75  m/m)  is  usually  used  for  ornamental  doors  and 
finishing  work  of  this  kind.     The  same  with  the  •>.,  inches  English  (15.88  m/m)- 

Plate  No.  50  gives  the  standard  covering  capacity  in  width  of  the  sheets  when  laid  on  the  roof. 
Some  parties  desire  to  lap  the  corrugations  on  the  side  two  full  corugations  instead  of  one  as  shown  on 
this  Plate.  In  this  case  of  course  the  covering  capacity  of  the  sheets  is  reduced  that  much.  The 
advantage  gained  is  that  the  chance  of  the  water  beating  in  over  the  top  of  the  end  or  seamed  corrugation  is 
of  course  much  less.  The  sheets  as  carried  in  stock  are  given  on  this  plate  but  intermediate  lengths  can 
always  be  had  if  time  is  given  to  cut  them.  When  the  lengths  of  sheets  are  not  specified  we  always  send 
sheets  8  feet  net  or  2.4 4 m  long. 

As  the  depth  of  the  corrugation  is  likely  to  vary,  in  ordering  any  corrugated  iron 
through  Commission  Houses  customers  should  be  very  careful  to  inform  them  that  the  same 
must  be  furnished  by  Milliken  Bros,  in  order  that  the  corrugations  of  the  sheets  furnished 
may  match  those  originally  shipped.  I'H;IIRK  8. 

The  corrugated  sheet  iron  is  attached  to  the  purlins  by  different  methods.  Figure  8 
shows  a  very  common  way  of  attaching  the  sheet  iron  to  the  purlin,  by  means  of  what  we  call 
a  clip.  We  do  not  recommend  this  in  the  least  because  it  allows  the  sheet  to  spring  and 
in  time-  it  may  become  loose.  Figure  9  and  Figure  10  represent  other  ways  of  executing 
the  work,  in  which  the  clip  is  passed  partially  around  the  purlin,  but  the  method  recommended 
by  us  and  invariably  used  by  us  is  shown  in  Figure  11,  in  which  the  clip  passes  entirel}- 
around  the  purlin  and  is  fastened  at  both  ends.  Figure  n.  shows  an  angle  purlin  but  the 
<i'.ne  principle  is  used  no  matter  what  shape  the  purlin  is.  The  clip  is  a  narrow  band  of 
galvanized  iron  and  is  riveted  to  the  underside  of  the  top  of  the  corrugation,  not  to  the  valley 
or  bottom  of  the  corrugations.  I:H;"RK  u. 

225 


The  ridge  or  apex  of  the  roof  is  usually 
covered  by  a  ridge  roll  or  capping  piece,  which 
closes  the  joint  between  two  sheets.  This  is 
shown  on  Figure  No.  12.  This  cap  is  made  in 

FIGURE  12.  one  piece  and  the  edges  are  hammered  down  into 

the  corrugations  to  form  a  water  tight  joint.     The  gutters  are  made  in  a  number  of  FIGURE  13. 

different  shapes.  Figure  13  gives  dimensions  of  various  kinds  of  half  round  gutters, 
the  size  of  course  depending  upon  the  area  of  the  roof  which  has  to  be  taken  care  of. 

Figure  14  gives  a  general  view  of  this  form  of  gut- 
ter. Figure  1 5  shows  the  rcmnd  gutter  with,  the  corru- 
gated iron,  the  arrangement  of  the  end  of  the  gutter  and 

FHU-KE  14.  of  the    leader    connecting   with    the  gutter.     Figure  16 

shows  a  more  ornamental  form  of  gutter  and  Figure  1 7 
a  still  more  ornamental  one.  This  last  named  makes 
a  very  nice  finish  and  handsome  appearance  at  the  eaves  FIGURE  15. 

of  the  roof. 

Figure  1 8  represents  the  flashing  which  is 
used  in  a  variety  of  forms  at  any  point  where  two 
pieces  of  sheet  iron  meet  at  different  angles,  or  where 
corrugated  iron  connects  with  a  brick  wall.  A  piece 
of  flashing  is  shown  underneath  a  window  in  Figure 
20.  Although  not  shown  in  illustration  in  this  cata- 
FIGUKE  17.  logue,  we  are  prepared  to  furnish  all  kinds  of  FIGURE  18. 

226 


FIGURE  16. 


wooden  windows  and   doors    for  factory  buildings.     Windows  as    usually  constructed    in   this  country  have 
^,  two  sashes,  which  are  counterbalanced   by  weights    running   over  a   pulley,  so   that 

"iT"  the  lower  or  upper  sash  can  be  raised   or  lowered  with   little  exertion.    We  furnish 

IM  these  windows  complete  with    their  sashes,  frames,  weights,  cords,  pulleys,  locks  and 

glass.     The  outside    frames    in    sheet    iron    buildings    should   be   covered  with   plain 
••&  galvanized  sheet  iron,  similar  in  construction  to  the  casing  as  shown  on  Figure  19. 
Figure  19  shows  the  construction  of  what   are  called  corner  boards  or  base  boards, 
,.;$•'  which  are  wooden  pieces  covered  with  plain  galvan- 

ized sheet  iron  to  make  a  finish  for  the  corrugated 
iron.  Sashes  in  the  monitors  of  buildings  used  for 
admitting  light  and  securing  ventilation  are  occa- 
sionally furnished  with  sliding  sash,  but  we  much 
prefer  to  use  the  form  as  shown  in  Figure  20.  This 
sash  is  pivoted  in  the  centre  and  is  operated  from 
the  floor  by  means  of  a  worm  and  gear.  This 
arrangement  prevents  the  sash  from  opening  during 
a  wind  storm,  and  in  closing  allows  the  operator  to 
bring  the  sash  tight  against  the  frame,  so  as  to  pre- 
vent water  getting  in. 

In  specifying  for  doors,  we  recommend  on 
account  of  the  ease  of  shipping,  erection  and  the 
fire-proof  qualities,  rolling  steel  shutter  doors,  which 
are  arranged  with  a  spring  over  the  top  and  roll  FIGURE  19. 


K  20. 


227 


upwards,  leaving  a  clear  passageway  for  the  entrance  of  goods 
as  detailed  on  Plate  51.  Figure  21  shows  two  of  these  doors. 
On  the  left  hand  side  the  door  is  closed  and  on  the  right  hand 
the  door  is  rolled  up  above  the  door  opening  and  always  com- 
pletely out  of  the  way  nor  is  it  ever  subject  to  damage  by  wind. 
It  is  absolutely  necessary  in  sheet  iron  buildings,  owing 
to  the  changing  of  the  temperature  of  the  outside  air,  and  to 
prevent  condensation  of  water  on  the  inside  surface  of  the  sheet 
iron,  to  provide  ample  and  sufficient  ventilation.  This  entirely 
prevents  condensation  of  moisture.  In  buildings  having  moni- 
tors it  is  easy  to  open  and  close  the  windows  in  the  sides,  but  in 
buildings  which  are  not  provided  with  monitors,  arrangements 
must  be  made  to  ventilate  the  same.  Figure  22  shows  such  a 
ventilator  with  a  damper  which  can  be  opened  and  closed  from  the  floor. 

For  the  admission  of  light  in  buildings  of  this  class  we  furnish  several  different  kinds  of  skylights. 
Figure    23    shows    a    plain    flat    skylight    without    any    apparatus.       Figure    24   shows    a   hipped    skylight 

in  which  the  sides  are  composed  of  slat  louvres  and  the  roof 
is  covered  with  glass.  These  slat  louvres  are  often  made 
very  large  and  are  provided  with  an  apparatus  to  permit  of 
their  being  opened  and  closed.  These  are  called  movable 
louvres.  When  they  are  not  arranged  to  open  and  close 
they  are  called  fixed  louvres.  The  sides  of  monitors  are 
often  made  with  this  form  of  construction  to  allow  the  free  access  of  air,  but  of  course  these  louvres  admit 

228 


FIGURE  21. 


FIGURE  23. 


FIGURE  24. 


1'ir.CRE  2j. 


very  little  if  any  light.  Figure  25  shows  a  skylight  with  a  glass  roof, 
arrangement  on  the  extreme  top  for  ventilation,  and  the  sides  formed  with 
pivoted  glass  sashes. 

Plate  No.  52  shows  a  special  form  of  construction  of  roof  particularly 
adapted  for  the  manufacture  of  textile  goods  where  a  large  amount  of  light  is 
required.  This  also  provides  for  the  usual  ventilation  above  the  sashes,  and 
in  cases  where  more  ventilation  is  required 

the     glass     sashes     are     pivoted     and    can    be    operated    as    shown    on 

Figure  20. 

Figure    26,    shows    a   building    of    the    Atlas    Cement    Co.    nearly 

completed    and    covered    with    corrugated    galvani/ed    sheet    iron.      The 

structural    steel   work  during   construction    is    shown    in    a  photograph  in 

another  part  of  this  catalogue.     A  very  good  idea  of  a  sheet  iron  building 

adapted  to  light  manufacturing  work  is    shown    in    the   two   photographs 

in  this  catalogue  entitled   "  Eastman  Company's   Building,"   the  first  one 

of  the    structural    steel    framework,    and    the   second   of   the   building   as 

finally  completed  and  covered  with  corrugated  sheet  iron. 


\ 
ii  i.  II  II  II  II  II     \ 

HMI  II  II  II  ||   || 


FIGURE  z6. 


229 


Plate  No.  50. 


Width  Covered  609  6m  ">. 


230 


Plate  No.  51. 


231 


Plate  No.  52. 


n 


n 


r  i 


r\  n  HP  n  A  n 


232 


\^IM\X  (.'«.,  5X111   SIRIIT  NKAK   NOR  in   RIVKK,  Xi  \v  YORK  Cirv. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  DY  MILLIKEN  BROTHERS. 


EASTMAN  Co.,  58TH  STREET  NKAR  NORTH  RIVKR,  NEW  YORK  CITY. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  M1LLIKEN  BROTHERS. 

234 


O  MI  M   Co.,  NORTHAMPTON,  PA. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.IKEN  BROTHERS. 

M 


ATLAS  CKMKNT  Co.,  NORTHAMPTON,  PA. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILI.IKEN   BROTHERS. 

236 


Sll-k    Mil. I.,   SCRANTON,   PA. 


STEEI,  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

237 


STANDARD   SPECIFICATIONS    FOR   SHEET  METAL  WORK. 


Quality  of  material. — The  iron  or  steel  used  in  the  manufacture  of  sheets  is  to  be  of  "best  bloom" 
uniformly  rolled.  In  the  case  of  galvanized  material,  care  is  to  be  taken  to  see  that  it  is  first  carefully  pickled 
and  cleaned  from  all  scales  and  acids.  Sheets  are  then  to  be  heavily  galvanized,  using  good  quality  zinc. 

NOTE. — Galvanized  sheets  should  never  be  painted  until  after  they  have  been  exposed  to  the  weather 
for  several  years,  as  the  paint  will  not  adhere.  All  galvanized  work  will  be  shipped  unpainted. 

Size  of  sheets,  corrugations,  etc. — Corrugated  sheets  can  be  furnished  in  26  inch  or  2-jl/2  inch 
(66.038  °/m  or  69.848  c/m)  widths,  and  in  lengths  not  exceeding  10  feet  (3.0480  meters). 

Corrugated  iron  can  be  furnished  in  2]/2  inch  or  3  inch  (6.350  °/m  or  7.620  °/m)  corrugations.  The  2*4 
inch  (6.350  c/m)  corrugations  should  be  approximately  s/  inch  (1.588  c/m)  deep,  and  the  3  inch  (7.620  °/m) 
corrugations  approximately  3|  inch  (1.905  c/m)  deep. 

For  general  practice,  2l/2  inch  (6.350  c/m)  corrugations  are  most  extensively  used.  The  contractors 
have  the  option  of  deciding  the  exact  width  of  sheets  and  width  of  corrugation. 

238 


Gauge  and   Thickness  of  Sheets:     I  .  5.  Standard.) 

Approximate  thickness  Approximate  thickness 

in  inches.  in  centimetres. 


•<>  ...................................  -°«875  ....................................             -0476*5 

No.  24  ...................................  -025  ...................................            .0635 

No.  ti  ..................................  -<>3I2S                                                                                           -°79375 

No.  20  .................................  .0375  ...................................             .09525 

No.  18  ..............................  .05                                                                                                      .1270 

Spacing  of  purlins  for  roofs.  —  Roof  purlins  and  siding  girts  designed  to  receive  corrugated  covering 
should  not  as  a  rule  be  spaced  an}-  further  than  5  feet  or  6  feet  (1.5240  or  1.8288  meters)  centers,  and  the 
gauge  of  the  corrugated  sheets  should  be  proportioned  to  the  loads  to  be  sustained. 

Application  of  corrugated  iron.  —  The  siding  sheets  can  easily  be  taken  of  a  lighter  gauge  than  the 
roofing  sheets.  However,  in  no  case  shall  sheets  be  used  of  less  than  No.  26  gauge,  as  sheets  lower  than  this 
gauge  are  not  serviceable. 

In  applying  corrugated  sheets  for  roofing  purposes  the  sheets  shall  be  designed  or  laid  out  so  they  will 
have  an  end  lap  of  not  less  than  5  inches  (12.70  c/m),  and  a  side  lap  of  not  less  than  \l/2  corrugations.  The 
siding  sheets  must  be  arranged  so  as  to  give  a  minimum  horizontal  lap  of  3  inches  (7.62  c/m),  and  a  vertical 
lap  at  sides  of  at  least  one  (i)  corrugation.  The  roofing  sheets  must  be  secured  to  roof  purlins  by  means  of 
wrought  iron  galvanized  straps  of  No.  14  x  3^  inches  (.19844  x  1.905  °/m)  wide,  spaced  not  over  12  inches 
(30.479  c/m)  apart,  and  each  strap  must  pass  entirely  around  the  purlins,  and  provided  with  holes  so  they  can 
be  riveted  at  both  ends  to  corrugated  sheets  with  tinned  rivets. 

The  siding  sheets  are  to  be  secured  with  single  galvanixed  clips  of  's  inch  x  3+  inch  (.317  c/m  x  1.905 
c/m)  metal,  which,  however,  do  not  need  to  pass  entirely  around  the  girts.  These  also  are  to  be  riveted  to  the 
corrugated  sheets  with  tinned  rivets. 


The  roofing  sheets  when  erected  in  place  on  the  building  are  to  be  riveted  together  at  horizontal  laps  at 
each  corrugation,  and  the  vertical  seams  at  every  6  inches  (15.240  c/m). 

The  siding  sheets  are  to  be  riveted  together  at  horizontal  laps  at  every  other  corrugation,  and  at  vertical 
seams  every  6  inches  (15.240  c/m).  Tinned  rivets  are  to  be  used  throughout,  and  all  riveting  must  be  done  at 
tops  of  corrugations  and  not  in  the  valleys. 

Ridge  rolls.— To  be  formed  to  suit  pitch  of  roofs,  and  to  be  of  No.  24  gauge  galvanized  iron.  When 
setting,  the  edges  are  to  be  hammered  to  fit  into  corrugations  of  roofing.  Ridge  when  erected  in  place  is  to  be 
riveted  to  roofing  sheets  with  tinned  rivets. 

Casings,  etc. — Outside  casings  for  doors,  windows,  corners  and  baseboards  to  be  of  No.  24  gauge 
galvanized  iron,  and  must  be  formed  to  required  shapes  and  sections,  and  secured  to  corrugated  iron  with 
tinned  rivets,  or  to  the  wood  trim,  etc..  with  tinned  nails. 

Flashings,  etc.— Flashings  at  intersections  of  roofs  and  monitors,  gable  ends,  eaves,  etc.,  to  be  of  No. 
24  gauge  galvanized  iron,  formed  to  suit  pitch,  etc  ,  and  secured  to  corrugated  iron  with  tinned  rivets. 

Gutters  and  Leaders.  — Gutters  along  eaves  can  be  made  of  either  half  round  section  or  moulded,  but 
should  in  no  instance  be  made  of  less  than  No.  24  gauge  galvanized  iron.  Gutters  are  to  be  arranged  with  a 
sufficient  pitch  to  carry  off  water,  and  bent  to  true  form  and  section. 

Leaders  are  to  be  made  of  corrugated  section,  not  less  than  No.  24  gauge  galvanized  iron.  The  size  of 
gutters  and  leaders  is  determined  by  roof  surface  and  the  quantity  of  water  they  are  to  carry  off. 

Valley  gutters  are  to  be  made  of  No.  24  gauge  galvanized  iron  and  are  to  be  supported  on  corrugated 
sheets,  which  in  turn  are  supported  on  bar  straps  secured  to  purlins.  Gutters  and  straps  are  to  be  formed  to 
give  correct  pitch,  shape,  etc. 

240 


Louvres. — Louvres  for  monitors  are  to  be  made  of  No.  24  gauge  galvanized  iron,  bent  to  shape  so  as 
to  prevent  water  from  driving  in,  and  are  to  be  supported  by  angles  and  bar  frames,  bent  to  true  forms,  this 
method  of  construction  being  used  where  louvres  are  continuous. 

Louvres  used  in  connection  with  wood  sash  in  monitors  are  to  be  arranged  with  wood  core  frames,  the 
slats  being  set  in  between,  presenting  a  finished  appearance  in  connection  with  window  casing.  Louvres  not 
otherwise  specified  are  made  stationary,  but  in  special  cases  can  be  made  movable  and  operated  with  chains  or 
gearing. 

Skylights. — Skylights  are  to  have  bars  formed  for  the  support  of  glass,  made  of  No.  24  gauge 
galvanized  iron,  with  iron  core  bar,  the  size  of  same  depending  upon  the  span;  these  skylight  bars  to  be 
pmvided  with  condensation  gutters  and  capping  pieces.  Cross  bars  to  be  furnished  at  joints. 

In  connection  with  the  skylights,  flashing  must  be  provided  at  sides,  top  and  bottom.  Glass  for 
.-kyli^hts  should  not  be  less  than  3/,6  inch  (.476  c/m)  ribbed,  and  can  be  furnished  in  '4  inch  or  }*,  inch 
„  or  .953  c/m)-  An  excess  of  \o'<  of  glass  will  be  furnished  over  actual  amount  required. 

Ventilators. — In  case  building  is  designed  without  monitors,  and  ventilation  is  desired,  this  can  be 
accomplished  by  circular  ventilators  from  12  inch  (30.479  c/m)  diameter,  upwards,  so  designed  as  to  promote 
circulation  of  air  and  at  the  same  time  prevent  water  from  getting  into  the  building. 

Wood  backing. — At  corners  and  bases  of  buildings,  etc.,  where  required  to  make  a  firm  backing  for 
the  casings,  rough  spruce  joists  and  boarding  will  be  provided,  with  the  nails,  screws,  etc.,  required  for  setting. 
The  necessary  holes  in  iron  framework  will  also  be  provided. 

Marking,  and  Erection  Drawings. — All  individual  pieces  are  to  have  distinguishing  marks  to 
agree  with  corresponding  marks  on  our  drawings,  and  as  we  furnish  "erection  drawings"  for  our  work,  this  will 
facilitate  the  erection  and  avoid  the  possibility  of  mistakes. 

241 


Boxing. — All  sheet  metal  sections  are  "nested"  and  carefully  crated. 
Crates  are  secured  at  corners  with  band  iron. 
All  rivets,  bolts  and  small  pieces  are  boxed. 
Glass  is  boxed  separately. 


STANDARD    SPECIFICATIONS    FOR    WINDOWS,   DOORS,  SHUTTERS,   ETC. 


WOOD    WINDOWS. 
Stationary  windows. — Have  sashes  fixed  in  frame  with  stop  beads,  no  inside  trim. 

Pivoted  windows. — Have  sashes  arranged  to  swing  on  pivots,  placed  centrally,  either  on  the  sides  so 
sashes  will  swing  on  horizontal  axis  or  on  the  top  so  sashes  will  swing  on  vertical  axis.  Sashes  will  be 
provided  with  division  bars  for  glass.  Windows  will  be  provided  with  jamb,  head  and  sill,  outside  casing  and 
stop  beads  for  sashes.  No  inside  casing  will  be  provided  (excepting  when  specified).  Cords,  catches,  hooks, 
etc.,  for  operating  sashes  will  be  provided. 

Hinged  windows. — These  have  sashes  hinged  along  top,  bottom  or  sides,  to  suit  conditions,  and  in 
general  detail  are  similar  to  pivoted  windows. 

Double  hung  windows. — These  have  two  sashes  which  move  up  and  down  in  parallel  grooves  in 
the  frame.  The  sashes  are  balanced  by  means  of  cord  and  pulleys  attached  to  iron  counter-weights  moving 
inside  the  frame  which  is  of  box  shape.  Sashes  will  be  provided  with  division  bars  for  glass.  Windows 

242 


will  hu  provided  with  box  side  frames,  head,  sill  and  stop  beads.     Cords,  weights,  pulleys  and  hardware  will 

IK-  provided. 

Special  operating  device. — In  the  case  of  continuous  lines  of  windows  in  roof  monitors,  or  where 
sa-hes  are  placed  so  they  cannot  be  readily  reached,  "worm  gear"  or  other  special  operating  device  will  be 
provided  where  specified,  so  that  sashes  may  be  operated  from  floor. 

General. — Sashes  and  frames  are  made  of  white  pine  wood.     Sashes  only  will  be  primed. 

For  shipment,  sashes  will  be  assembled  and  several  packed  in  one  crate.  Frames  for  sashes  will 
be  "knocked  down",  that  is,  taken  apart  and  then  crated. 

In  connection  with  windows,  we  will  furnish  all  the  rough  lumber  for  blocking,  as  well  as  necessary 
>crcws.  washers  and  nails  required  for  assembling  and  setting. 

Glass,  putty,  etc. — When  glass  is  required  for  sashes  we  will  furnish  good  quality,  single  thick,  clear 
American  glass  (unless  a  different  kind  is  specified),  with  an  excess  of  \o%.  Glass  will  be  cut  to  exact  si/e. 

With  glass  \\e  will  also  furnish  the  points  required  for  glazing,  as  well  as  a  sufficient  quantity  of 
"Glaziers  Linseed  Oil  Putty.1' 

All  material  will  be  carefully  boxed. 

IRON    WINDOWS. 

For  certain  classes  of  buildings  it  is  desirable  to  have  iron  windows  on  account  of  their  greater  strength, 
durability  and  fire-proof  qualities.  These  can  be  furnished  in  wrought  iron,  or  of  cast  iron  re-enforced  with 
wrought  iron,  depending  upon  the  sixes,  general  lay-out,  etc. 

Cast   or   wrought  iron  windows  are  provided  with   frames  and  sills  and  are   made  with  vertical  or 

243 


horizontal  pivoted  sashes,  either  for  the  whole  opening  or  in  sections.  Sashes  can  also  he  hinged  on  the  sides 
or  top ;  all  arranged  as  may  best  snit  conditions. 

Pivots,  hooks,  locks,  and  operating  devices  for  sashes  are  always  furnished. 

Cast  or  wrought  iron  double  hung  windows  are  never  used. 

Sashes  are  made  with  bars  to  suit  glass  divisions  and  are  provided  with  holes  and  pins  for 
securing  glass. 

All  iron  work  will  be  painted  one  coat  of  metallic  paint. 

DOORS. 

Doors  are  of  various  kinds. — (a)  Hinged  panel  wooden  doors,  about  3  feet,  o  inches  (.9144  meters) 
wide,  7  feet,  o  inches  (2.1336  meters)  high,  are  ordinarily  provided  for  entrance  doors,  or  if  a  wider  entrance  is 
desired,  double  doors  about  5  feet  o  inches  (1.5240  meters)  total  width  x  7  feet  o  inches  (2.1336  meters)  high 
are  furnished. 

(b)  Sheet  metal  covered  doors  are  excellent  for  fire  resisting  purposes.     These  doors  are  made  with  a 
wood  core,  covered  entirely  with  galvanized  sheet  iron.     These  doors  are  usually  furilished  in  the  same  size  as 
wooden  doors. 

(c)  Sheet  iron  doors  are  in  common  use.     They  are  made  of  crimped  iron,  on  a  bar  or  angle  frame,  the 
doors  being  hung  on  wrought  iron  strap  hinges,  or  they  can  be  arranged  to  slide  on  overhead  track  if  so 
desired. 

(d)  Large  storehouse  or  factory  doors,  of  sizes  from  6  feet  o  inches  (1.8288  meters)  wide  x  S  feet 
o  inches  (2.4384  meters)  high,  up  to  20  feet  o  inches  (6.0959  meters)  wide  x  20  feet  o  inches  (6.0959  meters) 
high,  are  commonly  made  of  tongue  and  grooved  sheathing  on  heavy  wooden  frame,  covered  on  the  outside 

244 


with  Hat  galvanized  iron  to  resist  fire,  if  desired.  These  doors  can  be  made  to  hinge  in  two  folds,  to  slide  on 
overhead  track,  or  to  slide  vertically  by  means  of  counterbalance  weights.  Or  they  can  be  made  of  angle 
framework  covered  on  outside  with  crimped  or  corrugated  iron.  In  connection  with  "swing  doors"  we  furnish 
jambs,  head,  hinges,  locks  and  saddles,  and  for  "  sliding  doors  "  the  tracks,  hangers,  sheaves,  latches,  etc., 
complete. 

Corrugated  Steel  Rolling  Shutters. — These  can  be  furnished  for  small  windows  or  doorway 
openings,  but  are  more  frequently  used  in  place  of  the  large  storehouse  and  factor}*  doors  heretofore  described. 
These  are  more  convenient,  and  when  rolled  up  do  not  interfere  with  anything,  leaving  a  perfectly  clear 
opening. 

For  very  large  openings,  shutters  are  constructed  with  a  center  post  for  stiffening,  which  is  arranged  so 
it  can  be  very  easily  removed.  All  shutters  are  made  "Spring  rolling"  so  they  can  be  operated  by  hand,  no 
winch  or  gear  being  required.  Shutters  are  furnished  with  shafting,  brackets,  guides  and  fittings  complete, 
and  are  given  one  coat  of  paint. 

Folding  Shutters. — In  cases  where  no  sashes  are  required,  outside  hinged  shutters  are  sometimes 
furnished.  These  can  be  made  of  plain  wood  or  metal  covered.  These  shutters  are  also  made  of  crimped  iron 
on  bar  frames.  Shutters  are  provided  with  locking  device  and  rods  for  holding  them  open. 

Guards. — In  buildings  where  no  sashes  are  required  and  it  is  not  desired  to  close  openings,  wrought 
iron  bar  guards  or  wire  mesh  guards  can  be  provided,  thereby  protecting  openings  and  at  the  same  time 
permitting  ventilation. 

Marking.  'The  marking  to  be  done  in  accordance  with  the  standard  practice  adopted  by  the 
Contractor." 

245 


SMOKE     STACKS. 


It  has  been  found  that,  owing  to  the  low  price  of  steel,  it  is  considerably  cheaper  to  build  smoke 
stacks  of  any  considerable  height  or  diameter,  in  steel.  In  addition  to  this  they  can  be  furnished  and 
put  up  much  more  quickly  than  brick  and  stone  chimneys  can  be  built.  There  is  hardly  any  limit  to 
the  height  and  diameter  to  which  these  stacks  can  be  made  and  yet  be  self-supporting.  The  only  re- 
quirement is  that  the  foundations  must  be  ample  to  prevent  the  stack  being  overturned  in  a  wind  storm, 
These  stacks  are  usually  constructed  as  shown  on  plate  No.  53. 

In  order  to  gain  access  to  the  top,  a  ladder  is  supplied  up  the  side.  An  ornamental  top  is  also 
furnished  to  give  a  pleasing  appearance.  The  bottom  of  the  stack  is  securely  held  in  place  by  long  bolts 
and  beams  buried  in  the  foundation.  Opening  is  made  in  the  mason  work  below  the  stack  for  the  boiler 
flue  connection,  and  also  doors  to  clean  out  the  soot  and  ashes  which  ordinarily  accumulate  at  the  bottom 
of  a  large  stack. 

At  a  point  near  the  top  we  usually  furnish  a  band  on  which  a  trolley  is  fastened,  so  that  when  the 
stack  needs  painting  all  that  is  necessary  is  to  arrange  a  block  and  fall  on  this  trolley  and  a  man  can  be  pulled 
up  and  down  the  stack,  and  by  means  of  the  trolley  can  push  himself  around  to  any  point  that  he  may  desire 
to  reach  for  painting  purposes.  This  is  clearly  shown  in  illustration  on  page  253. 

Where  the  bottom  of  the  stack  is  a  considerable  distance  from  the  boilers,  it  is  not  necessary  to  line  the 
stack,  as  the  products  of  combustion  are  sufficiently  cooled  to  obviate  corrosion ;  but  in  cases  where  the  boilers 

24G 


are  near  to  the  base  of  the  stack,  it  is  advisable  to  line  the  stack,  in  some  cases  with  fire  brick  and  in  some 
ca>es  \\itli  common  brick,  for  at  least  two-thirds  of  the  distance  up  the  stack;  but  we  recommend  a  cheaper, 
and  what  we  consider  a  better,  form  of  construction,  that  is,  our  patent  slab  construction  which  has  already 
been  referred  to  in  the  previous  part  of  this  catalogue.  This  lining  has  the  advantage  over  brick  in  that 
it  takes  up  less  room;  consequently  the  diameter  of  the  steel  stack  can  be  less,  and  further,  it  is  not 
porous  like  ordinary  brick,  hence  the  gases  of  combustion  do  not  get  at  the  steel  shell. 

For  the  convenience  of  our  customers  we  give  on  Table  Xo.  38  the  diameter  and  height  of  stacks 
corresponding  to  the  nominal  English  horse  power  for  boilers;  also  the  effective  area  and  the  actual  area 
of  stacks  of  different  diameters,  and  on  Table  Xo.  39  we  give  the  equivalent  French  horse  power  to  English 
horse  power,  so  that  the  table  Xo.  38  may  be  used  for  the  English  or  the  metric  system. 

\Ve  are  also  prepared  to  furnish  stacks  which  are  not  self-supporting;  in  other  words,  guyed  stacks. 
Illustration  of  four  of  these  stacks  is  shown  on  page  253. 

\\  e  are  also  prepared  to  furnish  very  ornamental  stacks.  An  example  of  this  is  shown  in  the 
photograph  on  page  252,  where  a  circular  stair  is  used  to  gain  access  to  the  balcony  or  platform  on  top, 
which  has  a  very  ornamental  railing.  The  extreme  top  of  the  stack  is  also  supplied  with  an  ornamental 
railing.  This  class  of  work  is  usually  furnished  for  cities  where  the  stack  is  intended  to  be  in  keeping 
with  the  building. 


247 


Plate  No.  53. 


248 


Table  No.  38. 


Dimensions  of  Chimney  Stacks  forBoi/ers  of  different  Horse  Power  (English). 

b 

Height  of  Chimney  Stack  in  metres  and  feet. 

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249 


Table  No.  39. 


Table  of  English  Horse  Power  equivalent  to  French  Horse  Power. 


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41-4261 

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27-3740 

28-3878 

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36-4986 

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44-6094 

45-6233 

46-6371 

47-6509 

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52-7202 

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547479 

557618 

567756 

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250 


OAHU  SI-<;AR  Co.,   HOSOI.II.I-,    H.    I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 


EDISON  ELECTRIC  ILL.  Co.,  NEW  YORK  CITY. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

252 


KIM -<>s    Km' IKK    Iii.  Co.,  Niw  YORK  Cm. 


STEEI.  .WORK  DESIGNED,  FURMSHF.I)  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

m 


WAIALUA   SUGAR  Co.,   HAWAIIAN   ISLANDS. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

254 


TANKS. 


In  nearly  every  manufacturing  business,  for  one  thing  or  another,  tanks  are  used  for  the  storage  of 
water  or  liquids  of  some  kind,  and  they  are  often  used  for  the  reception  and  storage  of  rock,  coal,  or  other 
classes  of  raw  material  used  for  manufacturing  purposes.  Tanks  are  usually  round  or  square,  as  shown  on 
Plate  No.  54.  In  some  cases  the  bottoms  are  flat,  supported  on  wooden  floors  or  often  on  steel  beams.  In 
other  cases  the  bottoms  of  the  tank  are  hopper  or  cone  shaped  in  order  that  all  of  the  material  can  be  dis- 
charged from  the  tank  and  be  discharged  from  one  given  point.  At  this  point  a  valve  is  often  introduced  and 
sometimes  an  automatic  weighing  machine  to  carefully  weigh  the  material  that  passes  through  the  opening. 

A  large  number  of  hopper  shaped  tanks  are  shown  in  the  photograph  on  page  259.  Platforms  and 
stands  are  often  required  to  elevate  the  tanks.  These  are  fully  illustrated  and  explained  in  other  parts  of  this 
catalogue. 

In  electric  light  stations  and  large  steam  generating  plants  it  is  often  required  to  store  large  quantities 
of  coal.  These  coal  bins  or  tanks  are  usually  situated  in  the  upper  part  of  the  building  and  the  coal  is 
discharged  directly  by  gravity  to  the  boilers.  These  bins  are  built  of  different  shapes,  usually  with  a  hopper 
or  cone  shaped  bottom,  and  their  design  depends  largely  on  the  size  and  character  of  the  building  where 
they  are  intended  to  go  and  also  the  number  of  boilers  for  which  they  are  intended  to  supply  coal.  This  class 
<>t  work  calls  for  special  design. 

We  give  in  Tables  Nos.  40  and  41  the  capacity  of  round  and  square  tanks  in  gallons  and  litres.  This 
will  be  found  very  convenient  for  instantly  getting  at  the  capacity  of  any  sixe  tank  of  any  ordinary  depth. 

\Ye  also  make  all  kinds  of  riveted  steel  pipes. 

255 


Plate  No.  54. 


n 


256 


Table  No.  40. 


Capacity  of  Round  Tanks  in  Gallons  and  Litres 

Capacity 

/nidi   Diameter 

/nsiJ*   Depth 

Capacity 

Inside   Damefir 

Inside   Depth 

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19 

0 

S79I 

18 

F 

5639 

2120 

8025 

9 

6 

2.89B 

4 

0 

1.219 

14298 

S4I2I 

14 

0 

4267 

12 

6 

3.8/0 

23271 

88088 

19 

F 

5944 

10 

F 

3200 

34O2 

12873 

9 

6 

289B 

6 

s 

1.956 

128KB 

41700 

14 

F 

4420 

10 

S 

3.200 

32018 

121  198 

19 

1 

5944 

14 

F 

4420 

4992 

I889S 

9 

e 

289€ 

9 

s 

2870 

15326 

58012 

14 

6 

4420 

12 

e 

38/0 

40954 

ISS03I 

19 

1 

5.944 

18 

e 

5639 

1761 

6670 

10 

0 

3048 

3 

0 

.314 

13778 

S2I52 

IS 

•1 

4.572 

10 

6 

3.200 

24480 

92664 

20 

t 

6096 

10 

r 

3200 

2341 

SS88 

10 

0 

3.04S 

4 

0 

I.ZI9 

16413 

62126 

IS 

t 

4.572 

12 

s 

3.610 

33684 

127509 

20 

1 

6.096 

14 

e 

4420 

3770 

14270 

10 

0 

3.048 

6 

s 

I.9S6 

I9OS7 

72134 

IS 

0 

4.572 

14 

e 

4420 

43085 

163102 

20 

0 

6096 

18 

F 

S639 

257 


Table  No.  41. 


Capac/fy  of  Square  Tanks  in  Gallons  and  Litres. 

Capacity 

Side   of  Square 

Inside  Depth 

Capacity 

Side  of  Square 

Inside  Depth 

Capacity 

Side  of  Square 

/nside  Depth 

Gallons 

Litres 

Ft. 

In. 

Metres 

Ft 

In 

Metres 

Gallons 

Litres 

Ft. 

In. 

Metres 

Ft. 

In. 

Metres 

Gallons 

Litres 

Ft. 

In. 

Metres 

Ft 

In. 

Me/res 

21 

2 

—j 

65 

— 

g 

9 

'4 

J 

0 

6358 

24068 

10 

0 

3,048 

8 

6 

2.591 

18870 

114-28 

15 

6 

4.724 

10 

6 

3.200 

41 

/'• 

86 

|l 

l.i 

'9 

3 

6 

2 

*74> 

ysss 

10 

6 

3.200 

3 

~\°\ 

.914 

22463 

85028 

T 

fl 

4.724 

IZ 

6 

3.810 

74 

\ 

/  2| 

131 

(\ 

1.5 

?4 

4 

0 

3 

299 

I24S6 

10 

6 

1* 

10 

4 

\o\ 

I.ZI9 

26057 

98634 

IS 

6 

4.724 

14 

6 

4.420 

80S 

/   J( 

58 

t 

' 

t 

1.8 

?5 

3 

0 

5 

360 

?0?S3 

10 

6 

3.200 

s 

6 

I.3SI 

£0/06 

76104 

16      0 

4.877 

10 

B 

3.200 

1077 

I   /' 

77 

t 

(I 

1.8 

>3 

4 

0 

tcta 

7 

?J# 

2863+ 

10 

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-3.2DO 

9 

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Z.89S 

£3336 

30605 

16       0 

4.877 

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t 

3.610 

I4i 

\\ 

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-oe 

£ 

1 

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=5 

5 

6 

g 

10277 

II 

0 

3i\ 

53 

3 

o 

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£7766 

105100 

ie    a 

4.877 

14 

6 

44-10 

94 

\ 

1  ^* 

98 

t 

(  ' 

1.9, 

?/ 

J 

0 

.9/4 

3620 

137O3 

II 

0 

3, 

53 

4 

\ 

1.219 

21383 

80941 

te 

6 

S.019 

10       6 

tern 

'SI 

A 

I   '' 

8S 

i 

(? 

1.9 

11 

4 

0 

1.219 

S883 

22268 

II 

0 

3 

f3 

6 

6 

1.381 

25455 

96352 

IB 

6 

5.029 

12     e 

1.810 

t 

10 
46 

0\ 

f  \ 

ta 

64 
49 

, 

2.1 

34 
34 

i 
4 

0 
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1.219 

9503 
2968 

35969 
11234 

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3 

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85318 

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5.182 

14 
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6 
6 

4.4-20 
3  SCO 

2382 

9017 

7 

0 

~  2.134 

6 

6 

1.981 

3957 

14761 

II 

6 

3.505 

4 

0 

1.219 

Z702Z 

/ozssz 

n 

0 

5.182 

12 

6 

3.810 

1262 

4777 

7 

e 

2.286 

J 

0 

.9/4 

6430 

24340 

II 

6 

3.5  OS 

6 

6 

1.9  81 

31345 

1/8646 

17 

0 

5.182 

14 

6 

4410 

1683 

6371 

7 

6 

2286 

4 

0 

I.S  19 

10387 

39318 

II 

6 

3.SOS 

10 

e 

3.  ZOO 

3SS68 

13502% 

17 

0 

5.1  SZ 

16       6 

S.OE.9 

2735 

10352 

7 

6 

2.28  C 

e 

6 

1.981 

3231 

I2S30 

IZ 

0 

3.658 

3 

0 

314 

240S3 

3/048 

17 

6 

5.334 

10       6 

3  ZOO 

1436 

5436 

8 

0 

2.438 

J 

0 

.914 

4308 

16308 

12 

0 

3.658 

4 

0 

1.213 

28634 

108390 

17 

6 

5.334 

/2     e 

3.8/0 

I9IS 

7249 

8 

0 

3.438 

4 

> 

1.213 

7001 

Z65CI 

12 

0 

3.658 

6 

1.981 

33216 

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17 

6 

S.334 

14       6 

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2633 

9967 

8 

0 

^.43S 

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\ 

1.676 

11309 

42808 

12 

0 

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10 

\ 

3.200 

37797 

143068 

17 

6 

5.334 

16      6 

5023 

3S90 

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8 

0 

£.438 

7 

6 

2.286 

3506 

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IS 

e 

3-8/0 

3 

\ 

.914 

25447 

seszi 

18 

0 

5.486 

10 

6 

3200 

I6Z/ 

6136 

ff 

S 

2.S9/ 

J 

.314 

4675 

17697 

/2 

6 

3.810 

4 

A 

1.219 

30294- 

114668 

IS       0 

5.486 

12 

6 

3.810 

2162 

6/84 

S 

e 

2.S9I 

0 

1.219 

'  7537 

28756 

/2 

£ 

3.8/0 

6 

A 

1.981 

3514  1 

/330/S 

18       0 

S486 

14 

6 

4420 

2972 

11250 

8 

6 

2.591 

J 

e 

1.676 

I227Z 

464-52 

/2 

6 

3.8/0 

10 

B 

3.200 

J9988 

/5I3SI 

18 

0 

5.486 

16 

6 

S.C2S 

4053 

/S343 

8 

6 

2.591 

7 

6 

2286 

82  IT 

31103 

/S 

0 

3.962 

6 

A 

1.981 

Z6S80 

101749 

18 

6 

5.639 

W 

e 

3.200 

1818 

6855 

3 

0 

2.743 

j 

0 

.914 

I3S73 

SOZ42 

13 

0 

3.962 

10 

4 

3.  ZOO 

32000 

121  130 

18 

6 

5639 

IS 

6 

3.8:0 

2424 

9/76 

9 

0 

2.743 

4 

° 

1219 

8861 

33541 

13 

e 

4.1  IS 

6 

J 

1.981 

42240 

/598SS 

18 

6 

5.639 

16 

6 

£023 

3938 

14907 

9 

0 

2.743 

6 

-s 

''I.98T- 

14314 

54I8Z 

13 

e 

''4.1  IS 

1 

6 

3.200 

Z8353 

107326 

19 

0 

5.791 

10 

e 

32CO 

S/50 

19433 

S 

0 

2.743 

8 

6 

LS9I 

9530 

36076 

14 

0 

4.267 

6 

6 

1.981 

39154 

148213 

19 

0 

5.791 

14 

e 

4420 

'.0 

'S 

7666 

3 

6 

2.896 

3 

0 

.314 

15394 

58270 

14 

0 

4.267 

to 

6 

3.200 

49955 

189038 

19 

0 

5.791 

18 

G 

S639 

2700 

10220 

3 

5 

2.896 

4 

0 

/.2/S 

18326 

69369 

14 

0 

4267 

12 

6 

3.810 

29865 

113044 

19 

6 

5.394 

10 

6 

3.200 

4388 

166/1 

3 

B 

2.896 

6 

6 

1.381 

/es/3 

62509 

14 

6 

4.4ZO 

10 

6 

3.200 

41242 

156108 

19 

B 

S994 

14 

e 

4.420 

64/3 

24275 

3 

6 

2.896 

9 

6 

2.S96 

19658 

74408 

14 

s 

4.420 

12 

e 

3810 

S26I9 

200308 

19 

B 

S.994 

fS 

6 

£.639 

ZZ44- 

8495 

10 

0 

3.048 

J 

0 

.914 

17672 

66993' 

IS 

0 

4.572 

10 

6 

3.200 

314/6 

/I92/6 

20 

0 

6096 

10 

e 

3.200 

2992 

11327 

10 

0 

3.048 

4 

0 

1.2/9 

2/038 

79635 

15 

0 

4.572 

12 

6 

3810 

43384 

164217 

20 

0 

ease 

14 

6 

4.420 

4862 

18405 

10 

0 

3.048 

6 

6 

1.981 

24404 

SZ376 

IS 

0 

4.572 

14 

6 

4.420 

SS352' 

209513 

SO 

0 

6.0BB 

IS 

e 

S.639 

258 


AM  A-  CKNUNI    WORK--,  XOK  i  H  A  \ii'  i  ON,  I'\. 


K 

II 


Sill  1.  \\MKK    IfKMSIIKD  AND   F.KK(TKI)   I!Y   MII.I.IKKN   11ROTHERS. 

259 


ATLAS  CEMENT  WORKS,  NORTHAMPTON,  PA. 


STEEL  WORK   FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

260 


KIOSKS,  OR  PUBLIC  MUSIC  STANDS. 


In  nearly  all  Southern  countries,  and  in  fact,  in  a  great  many  of  the  Northern  countries,  it  is 
customary  to  have  located  in  the  center  of  the  principal  parks,  Kiosks,  or  Public  Music  Stands,  where  bands 
play  at  certain  times.  It  is  almost  impossible  to  give  any  details  relative  to  this  class  of  work  as  it 
depends  entirely  on  the  size  of  the  stand,  which  is  largely  governed  by  the  number  of  men  in  the  orchestra 
or  band,  and  the  detailing  of  the  work  depends  entirely  upon  the  amount  of  ornamentation  required. 

Page  262  shows  a  photograph  of  one  that  is  rather  simple  and  plain  in  design.  Page  263  shows 
one  somewhat  more  ornamental,  and  page  264  still  more  ornamental.  When  the  stands  are  as  ornamental 
as  shown  on  page  262  it  is  desirable  to  have  the  parts  which  are  exposed  to  the  weather  electro-bronxed^ 
which  will  prevent  their  rusting. 

Special  designs  will  be  submitted  on  application  showing  any  desired  amount  of  ornamentation. 


261 


263 


CRANES  AND  DERRICKS. 

On  Plate  X<>.  55  we  show  a  very  useful  and  inexpensive  crane  for  the  unloading  of  merchandise  from 
cars  or  wagons,  by  means  of  a  portable  hoisting  engine.  This  apparatus  is  so  constructed  that  it  can  be  easily 
changed  from  place  to  place,  and  is  a  handy  article  in  storage  yards,  railroad  stations,  sugar  plantations,  etc. 

1'late  Xo.  ><>  shows  a  traveling  crane  which  has  not  only  the  transverse  movement  of  the  trolley,  but 
the  entire  era  IK-  m»vcs  longitudinally  on  an  elevated  steel  track.  A  picture  of  one  of  these  cranes  is  shown 
on  page  2-2.  This  particular  crane  was  arranged  with  two  trolleys  so  that  work  could  be  going  on  at 
two  (liffeivnt  points  at  one  and  the  same  time. 

\\'e  have  supplied  a  large  number  of  cranes  of  this  kind  for  work  in  shops  and  particularly  over  the 
crushing  and  grinding  mills  in  sugar  cane  factories.  Accidents  are  always  liable  to  happen  to  the  rolls  and  as 
they  are  of  very  considerable  weight  it  is  awkward  and  difficult  to  quickly  move  them  from  their  position  and  place 
new  rolls  in  the  mills.  With  this  apparatus  it  is  very  easy  for  a  few  men  in  a  short  time  to  remove  a  roll  and 
put  a  new  one  in  position.  The  load  is  raised  and  lowered  by  a  differential  block,  which  is  operated  by  hand 
chains  reaching  to  the  floor.  The  cross  motion  of  the  trolley  is  also  operated  by  means  of  hand  chains  which 
run  to  the  floor.  The  longitudinal  motion  of  the  entire  crane  on  the  track  is  controlled  by  two  chains,  one  at 
either  end  of  the  crane  which  operate  a  longitudinal  shaft,  which  in  turn  is  geared  to  the  driving  wheels  at 
either  end  and  thus  moves  the  crane  along.  It  is  entirely  possible  to  have  all  three  of  the  mechanical  move- 
ments, that  is,  the  hoist,  the  transverse  motion  and  the  longitudinal  motion  in  operation  at  one  and  the  same  time. 

These  cranes  can  easily  be  built  to  span  sixty  feet,  or  even  greater  if  necessity  demands,  and  of  course^ 
the  length  of  the  track  is  unlimited.  Nearly  any  ordinary  load  can  be  lifted,  but,  of  course,  the  greater  the 
load  the  slower  it  has  to  move  with  a  given  number  of  men.  About  the  largest  load  to  be  lifted  as  a  rule  in 
sugar  factories  is  from  ten  to  fifteen  tons. 

265 


It  is  necessary,  on  account  of  the  transverse  motion,  to  have  the  track  girders  securely  held  in  position. 
It  will  be  noticed  that  on  Plate  No.  56  the  column  supporting  the  track  girders  is  shown  different  on  the  right 
hand  side  of  the  drawing  than  on  the  left.  The  left  hand  drawing  is  intended  to  represent  a  form  of  construc- 
tion which  braces  the  track  girders  and  is  used  in  places  where  no  brace  to  any  rigid  structure  can  be  had. 
The  column  on  the  right  is  intended  to  represent  the  form  of  column  to  be  used  where  the  track  girders  can  be 
braced  to  some  existing  structure,  for  instance  in  a  building.  It  will  be  noticed  in  the  photograph  on  page 
272  that  this  particular  column  was  used,  but  in  this  case  the  track  girders  were  braced  sideways  to  the 
building.  This  prevents  the  structure  swaying  when  the  cross  motion  of  the  crane  is  used. 

Plate  No.  57  shows  the  same  class  of  machine  as  Plate  No.  55  only  for  much  heavier  loads  and  to  be  operated 
by  hand.  Of  course  steam  power  can  easily  be  employed  in  order  to  get  quicker  motion  or  raise  larger  loads. 

We  also  construct  large  derricks  to  be  operated  by  either  hand  or  steam  power.  Plate  No.  58  shows  a 
derrick  of  this  kind  of  very  large  capacity.  This  derrick  is  arranged  with  an  automatic  block  on  the  back  of 
the  mast.  This  block  is  weighted  and  the  derrick  is  so  rigged  that  the  main  hoisting  rope  will  descend  auto- 
matically after  the  load  has  been  raised  and  lifted.  We  are  in  a  position  to  make  prices  on  derricks  with  a  boom 
of  almost  any  length  and  of  almost  any  capacity.  We  have  constructed  a  number  of  these  derricks,  one  of 
which  is  the  largest  in  the  world  and  has  been  working  most  satisfactorily  for  a  period  of  five  or  six  years. 
This  is  shown  in  a  picture  on  page  273.  These  derricks  have  wire  guys  from  the  top  of  the  mast,  which  must 
be  securely  fastened  to  immovable  points. 

Plate  No.  59  shows  a  derrick  constructed  on  the  same  general  principles  as  the  derrick  shown  on  Plate 
No.  58,  except  that  it  is  intended  to  be  used  on  docks  or  wharfs  where  it  is  impossible  to  run  guy  lines  in  front 
of  the  derrick  ;  consequently  the  mast  has  to  be  held  in  position  by  two  stiff  legs  securely  fastened  to  founda- 
tions. This  form  of  construction  is  specially  used  in  Government  wharfs,  ship  yards,  etc.,  where  boilers  and 
engines  have  to  be  raised  from  vessels.  A  mechanical  arrangement  is  used  at  the  foot  to  revolve  the  derrick 
by  power.  This  is  also  shown  in  this  view.  These  derricks  can  also  be  made  with  any  length  boom  and  of 
any  capacity. 

266 


Plate  No.  55. 


267 


Plate  No.  56. 


Plate  No.  57. 


-      '• 


269 


Plate  No.  58. 


270- 


Plate  No.  59. 


271 


OAHU   SUGAR  Co.    HONOLULU,    H.    I. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

273 


C.  E.  TANMOK  &  Co.,  GRAXITK  QUARRY,  HAKKK,  Yi 


WORK 


.Mi'   AND   PDRMI8HKO  BV  MILLtKEH  BROTBCR8. 

273 


TANK   AND    BELL  TOWERS. 


On  sugar  plantations  and  in  cities  it  is  often  advisable  to  have  a  light,  ornamentally  constructed 
tower  containing  a  platform  at  the  top,  and  a  bell  to  be  used  for  fire  alarms.  Plate  No.  60  shows  this 
class  of  work  in  detail.  The  platform  is  reached  by  a  ladder  running  up  the  side  and  the  top  is  covered 
with  an  ornamental  corrugated  galvanized  iron  roof.  In  cases  where  it  is  desired  to  protect  the  person  on 
watch,  the  sides  of  the  top  of  this  tower  are  enclosed  with  glass  windows,  and  a  door  for  access. 

Plate  No.  61  shows  the  same  general  form  of  construction  for  the  use  of  elevated  tanks.  It  is 
often  desirable,  in  order  to  obtain  water  pressure,  to  elevate  the  source  of  supply.  This  is  very  desirable 
for  fire  purposes.  Any  height  can  be  reached  and  any  size  tank  can  be  carried. 


274 


Plate  No.  60. 


275 


Plate  No.  61. 


:  •        :    :  1         f :  >         ! 

liyULLL 


f  .  •: '  IP 


276 


T.IUIK,  I'i>~i\i    Tn  KtiRAiMi  COMPANY,  SANHV    HOOK,  N.  J. 


WORK    DKMi.M  H.   |-CK\I>HI-.I«    \M>   1  Kl  i    I  Kit   IIY    MII.I.1KKX    f.KOTIIKKS 

•JT7 


STEEL  WATER  TANK  AND  TOWER,   MILLIKEN  BROTHERS  WORKS,   STATEN  ISLAND,   NEW  YORK. 


STEEL    WORK    DESIGNED,     FURNISHED    AND    ERECTED    BY    MILLIKEN    BROTH  IRS. 

278 


DOCKS    PIERS. 


In  Southern  countries  where  the  teredo  and  other  insects  which  attack  wood  are  very  active,  the  use 
of  wood  for  piles  has  to  be  done  away  with  and  some  other  form  of  construction  used.  Occasionally  cast 
iron,  and  in  a  number  of  instances,  wrought  steel  columns  are  employed,  which  are  sunk  or  driven  into  the 
.<!.  or  in  other  manner  anchored  to  the  bottom.  These  columns  are  then  braced  by  means  of  tie  rods  and 
struts  to  prevent  lateral  deformation,  and  on  top  of  the  beams  connecting  the  columns  at  their  top,  planks 
are  laid  to  form  the  deck  of  the  pier.  Plate  No.  62  shows  this  construction  in  detail. 

We  find  that  one  of  the  cheapest  and  best  forms  of  construction  to  use  is  Phoenix  columns.  On 
the  bottom  of  the  column  is  fastened  a  screw,  which  has  two  or  three  holes  in  the  same.  The  top  of  the  col- 
umn is  closed  by  a  plate  and  a  stream  of  water  under  pressure  is  forced  into  the  column  and  has  its  exit 
through  the  holes  in  the  bottom  of  the  screw.  By  slightly  moving  the  column  in  the  sand  the  column 
will  gradually  sink,  owing  to  the  action  of  the  water  washing  the  sand  from  beneath  the  bottom  of  the  column. 
and  the  columns  in  this  manner  can  be  easily  and  securely  fastened  in  position.  Of  course  this  method  of 
sinking  the  column  is  only  applicable  where  the  dock  or  pier  is  built  on  a  sandy  bottom. 

\Ye  are  prepared  to  furnish  estimates  for  supplying  any  proposed  form  of  construction  ;  also  for 
supplying  the  wooden  fenders,  flooring,  mooring  posts,  steps,  davits,  and  any  other  apparatus  required. 

279 


Ill  order  to  protect  goods  that  are  liable  to  be  stored  on  a  pier  for  any  length  of  time,  it  is  customary  to 
cover  in  the  the  top  of  the  pier.  This  is  shown  on  Plate  No.  63.  This  form  of  construction  is  one  univers- 
ally adopted  on  all  of  the  docks  in  New  York  City,  and  in  some  cases  the  pier  is  made  two  stories  and  goods  are 
stored  in  the  Upper  story,  and  it  is  also  a  great  convenience  to  have  passengers  landed  there  in  case  of 
extremely  large  ships  and  vessels.  The  sides  of  the  pier  are  battered  so  as  to  clear  the  sides  of  the  ves- 
sel when  making  fast  to  the  pier.  The  roof  and  sides  of  these  piers  are  usually  covered  with  corrugated 
galvanized  sheet  iron.  The  light  is  admitted  through  the  monitor  sash  and  through  windows  located  at 
convenient  points  in  the  sides  of  the  structure  Large  rolling  steel  shutter  doors  are  usually  used  to 
cover  the  openings  through  which  freight  is  moved. 


280 


Plate  No.  62. 


ffl^A      .^  i    r\ "  jTi  ,   n      ,r 

•  *-—  r-  -^a  •     »•   i   r      •  ^  «    *  -**  g       ^i 

If  T  T~ 


7\ 


\ 


• 


• 


• 


K 


• 


• 


\ 


V 


• 


• 


281 


Plate  No.  63. 


282 


WIIAKK   AT  TAMIMIII,    MI\H  \\   C'l  \IK\I.  RAILWAY. 


STEEL  WORK   I-TKNISIIKD  P,Y  MILLIKEX   BROTHERS. 


WHARF  AT  TAMPICO,   MEXICAN  CKNTRAL  RAILWAY. 


N«   87. 

TIMBER    WALING, MAIN  WHARF. 
12  —  IA-18O1. 


STEEL  WORK  FURNISHED  BY  MILLIKEN  BROTHERS. 
284 


RAILWAY  AND   HIGHWAY    BRIDGES. 


The  use  of  wood  or  of  wood  and  iron  for  the  supporting  members  in  bridge  building  is  now  entirely 
obsolete,  and  all  bridges  of  any  importance  are  constructed  entirely  of  steel. 

We  arc  particularly  well  fitted  to  handle  bridge  work  of  any  magnitude  and  for  very  quick  delivery. 

On  the  following  pages  we  give  our  Standard  Specification  for  both  railway  and    highway  bridges. 

\Ve  desire  to  call  particular  attention  to  the  general  data  which  we  require  on  both  kinds  of  bridges 
to  enable  us  to  intelligently  estimate  on  the  work.  We  particularly  request,  in  order  to  save  time,  that 
customers  see  that  all  of  this  information  is  furnished  to  us. 


Plate  No.  64. 


286 


Plate  No.  65. 


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287 


Plate  No.  66. 


Vertical         Ordinates 

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288 


Plate  No.  67. 


Vertical        <  >  ,  .1  ,  ,,  ..  t  .   - 

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289 


Table  No.  42. 


Coefficients  of  Impact. 


Wind  Pressure. 


AMERICAN-I* 


METRIC-I- 


9.8  L  + 


AMERICAN  —  P- 


L  Feef  L  Metres      I       L  Feet  L  Metres 


5 

6 

7 

8 

4 

(0 

// 

12 

(3 

(4 

(5 

(6 

17 

18 

20 
21 
22 

24 
25 
26 
27 
28 
29 


I -Impact  Coefficient. 
Y-  Ve(ocify/r>  feet  (66)  per 
L  -  Length  of  (oaef  in  feet. 


Iff 
f.83 
2/3 
2.44 
274 
3.05 
3.35 
3.66 
3.36 
4.27 
4.57 
4.88 
S.I8 
S.43 
5.73 
6.10 
6.40 
6.71 
7.01 
732 
7.62 
7.32 
8.23 
8S3 
834 


364 
.958 
.951 
944 
.938 
.332 
.925 
.319 
313 
.907 
.901 
.894 
.888 
.883 
.878 
.872 
.866 
.860 
.855 
.850 
.844 
.833 
.834 
.828 
.823 


30 
31 
32 

" 

35 
36 
37 
38 
33 
40 
41 
42 
43 
44 
45 
46 
47 
48 
43 
50 
51 
52 
53 
54 


second. 


LFeef 


.8/8 
.8/3 
.80S 
.804 
.800 
.796 
.731 
.786 
.78/ 
.776 
.77Z 
.768 
.763 
.759 
.755 
.751 
.747 
.742 
.738 
.734 
.730 
.727 
.723 
.7/9 
.715 


L  Metres 


55 
56 
57 
S8 
59 
60 
61 
62 
63 
64 
65 
66 
67 
68 
69 
70 
7, 

Vs 

73 
74 
75 
76 
77 
78 
73 


[\ 


/6.76 
/7.07 
J737 
J7JB8 
17.98 
18.29 
1859 
1890 
/9.20 
(9.51 
/9.8/ 
20.12 
2042 
20.73 
21.03 
2f.34 
21.64 
2/.9S 
22.25 
22.56 
2ZS6 
23.16 
2347 
23.77 
24.08 


I' Impact  Coefficient. 
V*  Ye/oc/f?  jn  fief  res  (2O.  l)  per  second 
Length  of  foaef in  metres. 


.711 
.707 
.704 
.700 
£95 
.693 
.689 
.686 
.682 
.679 
.675 
.672 
.668 
.665 
.662 
.659 
.656 
.652 
.649 
.646 
.643 
.640 
.637 
.634 
.63 1 


L  Feet  L  Metres 


80 
81 
82 
83 
84 
85 
86 
87 
88 
89 
90 
91 

93 

94 

95 

96 

97 

98 

99 

(OO 

(05 

/JO 

(20 


24.3S 
24.69 
24.99 
ZS30 
15.60 
25.91 
2621 
26.52 
26.82 
27.13 
2743 
27.74 
28.04 
2835 
28.65 
28.96 
29.26 
29.57 
29.87 
30.18 
3048 
32.00 
33.S3 
35.05 
3658 


.628 
.625 
.622 
.6£0 
£17 
.614 
.611 
.608 
.606 
.603 
.600 
.597 
.595 
.592 
.590 
£87 
.585 
.562 
.580 
.577 
.575 
.563 
.557 
.540 
.529 


L  Feef  L  Metres 


(25 
/30 
(35 
/40 
(45 
(SO 
(55 
160 
(65 
170 
(75 
180 
185 
/90 
05 
200 
ZIO 
£20 
230 
240 
250 
260 
270 


38.10 
33.62 
41.15 
42.67 
44.20 
45.72 
47.24 
48.77 
50.23 
51.82 
53.34 
54.86 
56.39 
57.91 
59.44 
60.96 
64.01 
67.06 
70.10 
73.15 
76£0 
73.25 
82.30 


.5/9 
.509 
.500 
.491 
.482 
.474 
.466 
.4S8 
.450 
.443 
.436 
.429 
.422 
.4/6 
.409 
.403 
.392 
.381 
.370 
.360 
.351 
.342 
.334 


—P-Pressure  /n  pounds 

per  square  toot. 
'•=•  ye/ocity  /n  m/fes  per  hour. 


METRIC  —  P- 


V2 
133 


°- Pressure  in  /ti/ograms 

per  square  meter. 
V'  Ye/ocifyin  kilometers  per  hour. 


V 
m/7es 
per  hour 

P 

Jbs.per 
sp.  foot 

V 

li/hffiefers 
per  hour 

P 
kg  per 
s<?.M. 

30 

3.6 

48.3 

(7£ 

40 

6.4 

64.4 

3  (.2 

50 

(0.0 

80.5 

48.7 

60 

(4.4 

96.6 

70.2 

70 

(9.6 

((2.7 

95.5 

80 

25.6 

/Z8.7 

(24.7 

90 

324 

/44£ 

(57.3 

100 

40.0 

(60.9 

(943 

(05 

44.1 

/69.0 

215.0 

110 

484 

(77.0 

Z3S.8 

((5 

52.9 

(85.1 

£573 

(20 

57.6 

(93.1 

280.6 

290 


Table  No.  43. 


Centrifuge!/  Coefficients 


Elevation  of  Outer  Rs/7. 


Deductive  Areas. 


V* 


AMERICAN—  C- 


C-  Centrifugal  Coeffic/enf 

V-  ye/oc///  in  ftef  per  aecond.*66-3d 

R*  ftmdius  of  Curve  rn  feet. 


METRIC  — C- 


9.5  R 


C-Ccnfrifuga/  Coefficient. 

V*  fefocifj  in  me  f res  per  second.- 20.1 -. 

R*  Rad/us  of  Curve  in  metres.       [    \ 


Degree 
of  Curve 


3 

4 

J 

6 

7 

8 

9 

W 

I/ 

/£ 

/3 

/4 

f£ 


in  feet 


.039 
JOS3 
.063 
O70 
.075 
.077 
076 
074 
070 
.065 
JD58 


.044 
J036 


5730 

Z86S 

I9t0 

1433 

f/46 

95S 

8/9 

7/7 

637 

574 

522 

478 

442 

4/0 

383 


in  feet 


in  metres  in  metres 


63 
60 
57 
S4 
S/ 
48 
45 
4t 
39 
36 
33 
30 
27 
24 


/747 
873 
S82 
437 
349 
291 
250 
t/9 
194 
f7S 
/S9 
/46 
/3S 
125 


/92 
183 
f74 
/65 
/5£ 
/47 


120 

102 
93 
8.4 
73 
G6 


AMERICAN — £- 

E- Elevation  of  outer  rai/  tn  foe/. 

G- Gauge  /n  feet  4.7/ 

S- Speed  of frfin  jn  fevf  eerseconi/*37-/L5e/. 

K-f?*d,us  of  Curve  mfrtt 


Are*  tooe  deducted  fir  efcA  /tirefSMe  from 
punched  p/ites  ors/mpts  to  oMun  net  areas. 

AMERICAN 
Deducfirr  Areas  in  sytare  irrcArs. 


METRIC — £• 


GS* 


of  outer  rat/ in  metres. 
G'Gauge  in  metres  /.44 
S' Speed  of/ram  in  metres 
R-  Kac/ius  of  Curve  in  metres. 


R 

in  feet 


5730 

2865 

/9/0 

/433 

1146 

955 

8/9 

7/7 

637 

574 

5?2 

478 

442 

4/0 

383 


in  feet. 


35.5 
34.0 
J25 
3IJ> 
29.5 
Z8.0 


25.0 


22.0 
20.5 
/9.0 
/7J 


/4S 


£ 
in  feet 


in  metres  in  metre}  /n  metres 


.032 
.058 
.031 
098 
./// 
J20 
JZ6 
./^7 
./Z7 
JZ3 
J/8 
./// 
JO/ 
£9/ 
080 


1747 
873 
502 
437 
349 
£9/ 
250 


/94 
/75 
/59 
/46 
/35 
/25 


/0£6 
I02Z 
9.78 
334 
830 
846 
8J)Z 
7J8 
7.14 
6.70 
626 
S82 
538 
4.94 
430 


0096 


JDZ4/ 
0Z94 
.0333 
.0361 
J0378 
JD385 
.0385 
.0376 
0361 


.03/4 
.0286 
.0254 


T 
• 


Vt 


0/»me#er  of  /f/'i*f  nineties. 


I 

33 
38 
A2 
47 
36 

£6 
.7/ 


5 

33 
38 

" 
49 

55 
.64 
.70 
.76 
.8? 


Z 

2 


.73 
.80 
.86 
33 


METRIC 
Dfduc/r'iv  Areas  m  sfiare  c.m. 


ofmttf/ 


6.4 
8Jf 
9S 


/43 
/53 
/7.S 
19J 
20.7 
ZZX 


Diameter  off?ivet  tn  m.m 


15.9 


/.2f 


2.73 
3J33 
3£t 
395 
427 
4S8 


/9.I 


/.42 
/.77 
S./3 
248 
234 
1/5 
335 
4/6 
455 
490 
530 


222 


t.03 
241 
2JB2 
323 
3.63 
4.04 
47/ 
SJS 
538 
538 


291 


Table  No.  44. 


Permissible  Compress/  ve  Si  rains. 

AMERICAN.                                                                                                METRIC. 

r  -  /east  radius  of  gyration  in  inches.               1=  /ength  tr?  /nches,                            r  =  least  r&of/t/s  of  gyration  in  mil/i'meters.      2*  length  in  m/l/irriei-ers. 

Pounds   per  sq.  inch,                                                                                                                       Hi/Ogr&rrt'S  persq.  c.  m. 

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20000-  13  O\ 

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386 

81 

6? 

I5O4O 

J380O 

1  I&4O 

155 

7600 

4-500 

62 

IO59 

<2>70 

839 

I5S 

538 

316 

64 

14880 

I36OO 

1  168O 

165 

6800 

3500 

64 

/O48 

<2>se 

821 

165 

482 

246 

66 

14720 

I34OO 

11420 

175 

60OO 

Z50O 

66 

W36 

942 

803 

175 

426 

176 

292 


Table  No.  45. 


AMERICAN      Maximum  Bending  Moments  and  Bearing  Values  of  Pins.        METRIC 

mftt  extreme  fibre  stress  of  ?50OO  pounds  per  square  inch 
and  bearing  ya/us  of  28000  pounds  per  square  inch. 

trifh  extreme  fibre  stress  of  1758  kilograms  per  square  centimeter 
and  bearing  value  of/968  kilograms  per  square  centimeter 

Dtamefer 

Areaofftn 

Moments 

donrtgWue 

Diameter 

Area  of  fin 

Moments 

Bearing  Wuc 

Diameter 

Area  of 

Moments 

Seamxbtoc 

Diameter 

Area  of 

Momenta 

Oaring  tobc 

of  '/• 

>«•> 

//7  SQUSfG 

in  inch 

Gy-  1  tfjfj)  ffajt. 

of  Pin 

in  sousrc 

in  tr?cn 

far]  pith  IfffrL 

of  Pin 

Pm  in 

i/t 

fy-lK/flfj^il 

of 

Pm 

Ffn  in 

in 

br£54cjntnci 

ches 

inches 

pounds. 

nesaofPUe, 

in  inches. 

inches. 

founds. 

pesaofFH* 

in  c.m. 

square  am 

Jtg.  c.m. 

•*,<//** 

in  c.m. 

tqutre  cm 

kg.  cm. 

1 

0.785 

2450 

28000 

4{ 

15904 

223700 

/  260  00 

2.54V 

5.06 

t820 

i  o  7/lJt 

TiCfW 

it 

.430 

I02£l 

257700 

S73CO 

A 

0994 

3500 

3/500 

jj 

16.800 

24280P 

,  /29500 

2.8S7 

6.41 

4ff3ff 

14400 

/j 

.748 

n>639\ 

210/00 

'.  58*00 

a 

/    '-f^7 

4790 

35000 

Jj 

1  77.7P/I 

zesooo 

/  330  00 

3.175 

7.92 

5520 

/6000 

/i 

.065 

M433\ 

393000 

60400 

5 

1  /.•fJS 

6380 

38500 

4\ 

18.665 

284400 

/36500 

3.493 

9.58 

7350 

17500 

/t.383 

/20.42 

328000 

62000 

ft 

/R67 

8280 

42000 

5 

19.635 

306800 

/40000 

3.8/0 

)l.40 

3540 

19100 

/  2.700 

/^66^ 

353400 

63600 

/i 

r  \ 

2474 

/OSOO 

45SOO 

5j 

20.629 

350400 

/43SOO 

4.128 

73.38 

12100 

20700 

13,019 

/33.09 

381000 

SUM 

Q 

\ 

2.405 

/stop 

43000 

$1 

21  £48 

355200 

\/  470  00 

4.445 

15.52 

15200 

22300 

/  3.335 

/  3  9.66 

409000 

'\6t300 

li 

2J6I 

J  /6tOO 

52500 

si 

22S91 

38JJOO 

1  5  OSOO 

4.763 

17.11 

1ST  00 

23900 

/  3.653 

/46.S9 

439000 

68400 

2 

3.142 

/9600 

56000 

si 

23768 

408300 

/54000 

5.060 

20.27 

22600 

25400 

/3.970 

/S328 

470400 

70000 

V 

3347 

23600 

59500 

5j 

24J850 

436800 

/  57  500 

5398 

22S8 

27200 

27100 

/4.28S 

16032 

503000 

7/600 

3 

3976 

28000 

63000 

Si 

25367 

466600 

/6IOOO 

5.715 

25.65 

32300 

28600 

/4.60S 

/6T.53 

537500 

73200 

4 

4.430 

32900 

66500 

si 

27.109 

497700 

164500 

6.033 

28.58 

37900 

30200 

/4.923 

/74J9 

574000 

74800 

?i 

4909 

38400 

70000 

6 

?8.274 

530200 

/  6  6000 

6.350 

3  (.67 

44300 

3/8ft-i 

/S.240 

/  82.41 

610900 

76400 

?J 

i 

5.41? 

44400 

73500 

6j 

29465 

S64030 

/7/500 

6£67 

34.92 

S1200 

39490J 

/  5.558 

190.10 

650000 

78000 

5 

5940 

SI  000 

77000 

• 

30.680 

S992PO 

/  7  5000 

6.985 

3832 

58800 

35001 

I5J675 

197.94 

690300 

79600 

3 

' 

&492 

58300 

80500 

6\ 

\313I9 

635900 

/  7  8500 

7.303 

4/.S6 

67200 

36600 

16.193 

20533 

733000 

8/200 

3 

7.069 

66300 

84000 

B\ 

33.753 

674000 

/82000 

7.620 

45.61 

76400 

38200 

/6 

JfO 

2/4.07 

776400 

62600 

3i 

7.670 

74900 

87500 

6f 

34472 

713700 

/85500 

7.938 

49.48 

86300 

39600 

16.628 

22240 

612000 

84400 

3. 

8296 

64300 

91000 

6j 

36.785 

754800 

169000 

8.255 

S3.&2 

97000 

41400 

17.145 

230X7 

669500 

86000 

3j 

8946 

94400 

94500 

6} 

\yuz2 

797500 

J92SOO 

6.573 

577? 

106800 

42900 

239.50 

318000 

87600 

3; 

9£2I 

/05200 

98000 

J  7\J 

38.485 

64/900 

/96000 

8.890 

62.07 

121  HO 

44500 

17.780 

24829 

969900 

89200 

3 

IO32I 

/1  6900 

101500 

7i 

44.179 

/035400 

210000 

9.208 

66.59 

134800 

46/00 

/9.050 

285.03 

//92800 

95600 

3 

IIJ04S 

129400 

IOSOOO 

8 

50265 

/2S6600 

224000 

3.525 

71.26 

143000 

47700 

20.320 

324.29 

1448000 

102000 

3 

' 

11.793 

/42800 

106500 

si 

56.745 

/507300 

238000 

9.843 

76.08 

/64SOO 

49300 

f/J9ff 

366./0 

1736000 

/08400 

•/ 

I2J566 

J  57  tOO 

S/ZOOO 

9 

63£/7 

/  7  892  00 

252000 

10.160 

81.07 

/8IOOO 

S0800 

22.860 

410.43 

206/000 

t/4500 

4 

13364 

/72300 

//SSOO 

IO 

rtJ540 

2454400 

280000 

/  0.478 

86.22 

198500 

52500 

25400 

S06.7I 

2827000 

/27300 

4 

14.186 

/88400 

/1  9000 

II 

9SJ33 

3266800 

308000 

/  0.795 

91.52 

2/7000 

54  100 

27.940 

6/3.72 

3763000 

/40000 

4 

75033 

205500 

/22SOO 

12 

113.097 

424/200 

336000 

I/.//9 

96.99 

236800 

55700 

30480 

729.66 

4886000 

/  S3  000 

IM 


Table  No.  46. 


Permissible  Shearing  Strains 

on  Web  Plates, 

AMERICAN.          P  =  15000-100  f 

METJ?JC.       P=  /055  -7.03  / 

P    Permissible  Strain  in  pounds  per  square   inch. 

P     Permissible 

Strain  in  ki/ograms   per  sauare  centimeter 

d    Unsupported  distance  between  chord  angles  or  stlffeners  in  inches. 

d     Unsupported  distance  between  chord  ang/es  or  sf/ffeners  in  mi///'mefers. 

i     Thickness  of  Web  in  Inches.                     1            1    |~\ 

t      Thickness  of  Web  in  millimeters, 

d 

t    in  inches. 

d 

t  in  m.m.                      Ill      1    \    1  J 

in  inches 

S/16 

3/s 

7/l6 

i/z 

9/16 

3/6 

3/A 

7/8 

in  m.m. 

8.0 

9.5 

n.  i 

12,7 

14.3 

15,9 

19.1 

22.2 

24 

7300 

86OO 

9500 

10200 

/0700 

11200 

II80O 

/2300 

610 

52O 

605 

67O 

715 

755 

785 

830 

860 

26 

6700 

8100 

9/00 

9800 

10400 

10800 

11500 

12000 

&60 

475 

570 

640 

695 

735 

765 

815 

845 

28 

6OOO 

7500 

860O 

9400 

10000 

10500 

11300 

11800 

711 

420 

530 

605 

660 

705 

740 

795 

830 

30 

54OO 

7OOO 

8200 

9000 

0700 

10200 

II  000 

11600 

762 

380 

490 

575 

630 

6SO 

720 

775 

815 

32 

4700 

6500 

7700 

8600 

9300 

9900 

10700 

11300 

8/3 

335 

450 

540 

600 

655 

695 

755 

79S 

34 

4100 

5900 

7200 

8200 

9000 

9600 

10500 

II  100 

864 

285 

415 

SOS 

570 

630 

675 

735 

780 

36 

3500 

5400 

6800 

7800 

8600 

9200 

IO200 

10900 

914 

245 

380 

475 

550 

6/5 

650 

720 

765 

39 

25OO 

4600 

6100 

7200 

8100 

8800 

9300 

10500 

990 

175 

325 

43O 

505 

570 

615 

6&0 

740 

42 

1600 

3800 

540O 

6600 

7500 

8300 

9400 

10200 

1067 

/OS 

265 

380 

465 

530 

585 

660 

715 

45 

600 

3000 

4700 

6000 

7000 

7800 

9000 

9900 

//43 

45 

2/0 

330 

420 

495 

550 

635 

695 

48 

2200 

4OOO 

5400 

6500 

7300 

8600 

9500 

1219 

•  —  > 

/£5 

285 

380 

455 

515 

605 

670 

51 

1400 

3300 

4800 

5900 

6800 

8200 

9200 

1295 

95 

235 

340 

420 

485 

580 

645 

54 

600 

2700 

4200 

5400 

6400 

7800 

8800 

1372 

40 

185 

295 

380 

450 

550 

620 

5? 

2200 

3600 

4900 

5900 

7400 

8500 

I44B 

y 

/40 

255 

345 

415 

520 

595 

60 

I3OO 

3000 

4300 

5400 

7000 

8100 

IS24 

n  \ 

90 

2/0     \    3/5 

380 

495 

575 

64 

2200 

3600 

4800 

6500 

7700 

1626 

I/I 

155         255 

335 

455 

540 

68 

1400 

2900 

4100 

5900 

7200 

172? 

( 

\\ 

100 

205 

200 

420 

510 

72 

600 

2200 

3500 

5400 

6800 

/8?9 

u 

U 

45 

155 

245 

380 

475 

76 

1500 

2800 

4900 

6300 

/930 

105 

200 

345 

445 

80 

800 

2200 

4300 

5900 

2032 

55 

155 

305 

410 

84 

1600 

3800 

5400 

2134 

110 

270 

380 

88 

900 

3300 

5100 

2235 

65 

235 

350 

92 

2700 

4500 

2337 

195 

3  IS 

96 

7200 

4000 

2438 

155 

285 

100 

1700 

3600 

2540 

120 

250 

294 


Table  No.  47. 


Shearing  and  Bear  ing  Va/ue  offfivete. 


AMERICAN. 


-...,  „/• 

tJfflfm  Ontft 

a/ 

KOOO/ba. 

Bearing  Were  for  Difh 

•rent  Tntc/r/resses  in  Inches  at  240ffOlbs  psr  ayuart  inch. 

f  >y 

'/t 

X 

<_ 

* 

7,6 

& 

tip 

f 

%s 

% 

% 

Vl 

* 

1 

M 

>.//tff 

Azo 

etst 

; 

I 

81 

o 

3380 

szso 

}   \ 

1360 

Z360 

300t 

i 

37  SO 

4500 

6000 

:  ''       ! 

2 

.  —  . 

p 

•\  \ 

^^~~\\ 

3070 

3680 

3759 

4680 

56ZO 

6570 

7500 

8430 

9360 

\\ 

V 

I2Z 

.4420 

J        i_j— 
.60/0 

5300 

4500 

szso 

56ZO 

6750 

7870 

9000 

/OIZO 

1IS40 

'37 

9 

/J 

5 

Off 

—  1 

\\ 

"L, 

6560 

7880 

9tOO 

10500 

tiaio 

/3ltO 

/44SO 

/S750 

/7060 

18370 

/96SO 

.7850 

9430 

6000 

7500 

9000 

10500 

JfOOO 

/3500 

/5000 

,'6500 

lacno 

/9500 

ZIOOO 

SZ500 

S4000 

METRIC 


D/amefer 
ofKiref 
in  mm 

Area  of 
Riref  in 
sy.  c.m. 

Single  She* 
at 
B44kg. 

Bearing  Mafoe  for  Drfferenf  77t/cAnesxs  in  Mrffmefers  af  1687  f<g.  per  sp  cm 

&4 

8.0 

as 

HJ 

IZ.7 

14.3 

" 

cJ 

17.5 

M 

20£ 

&£ 

&8 

ZSA 

93 

71 

600 

/030 

/ZOO 

/540 

; 

/ 

' 

K.7 

/£7 

1070 

7360 

/700 

ZOSO 

t3SO 

Z7ZO 

/ 

\ 

A    \ 

153 

/.98 

/670 

f700 

I/SO 

Z550 

1380 

3400 

3830 

4 

£& 

0 

\ 

\ 

A  \ 

/9.I 

e&s 

t4tO 

Z040 

25SO 

3060 

3S70 

4080 

4530 

—I 

10 

0 

56,0 

61  'tO 

Q 

Z?2 

3S8 

3?80 

?380 

I960 

3570 

4170 

4770 

53  eo 

5960 

6550 

7140 

7740 

S34S 

8940 

ZS.4 

5.C6 

4?7G 

2730 

3410 

4030 

4770 

5450 

6130 

68ZO 

"500 

8  'SO 

8850 

9540 

/oeto 

/0900 

Bear/ng  Va/ues  a  bore  and  to  the  right  of  upper  z/gzag  fines  are  greater  ffian  dei/6/e  shear 

•     behtv         '    '  lef?    •  lower       ...     /ess       •     sing/e 
f/e/c/  Rivets  *fff  be  consrdered  as  har/ng  ra/ues  83%  offnose  g/ren  above. 


295 


STANDARD   SPECIFICATION    FOR    RAILWAY    BRIDGES. 


GENERAL   DATA   REQUIRED. 

1.  General. — In  order  that  a  correct  design  may  be  made  it  will  be  necessary  to  have  the  following 
data  to  complete  each  particular  case;  see  Plate  64,  Fig.  i,  2,  3  and  4. 

i st.     Weight  of  locomotive  and  tender  in  tons  of  2000  Ibs. 

2nd.    A,,  Ao,  A3,  etc.  distances  between  abutments  or  piers. 

3rd.    B-Height  from  high  water  to  base  of  rail. 

4th.    C,,  C,,  C3,  etc.  Height  from  high  water  to  top  of  masonry. 

5th.    D-Clear  distance  required  from  high  water  to  extreme  lower  projections  of  bridge. 

6th.    EI,  Ea,  E3,  etc -Right  skew  angle  of  abutments  or  piers. 

yth.    FD  Fa,  F3,  etc.-Left  skew  angle  of  abutments  or  piers. 

8th.    G-Degree  of  curvature  or  radius,  if  track  is  on  a  curve. 

9th.    H-Degree  of  curvature  or  radius,  if  track  is  on  a  curve, 
loth.    I,,  I.2,  I3,  etc.-Width  of  intermediate  piers  if  more  than  one  span, 
nth.   J-Clearances  required. 
1 2th.    K-Clearances  required. 

296 


1 3th.    L-Clearances  required. 

1 4th.    M -Clearances  required. 

1 5th.    N-Clearances  required. 

1 6th.    O-Clearanccs  required. 

i  ;th.    P-Gauge  between  rails. 

i Nth.    Type  of  Locomotive. 

igth.   Type  of  Bridge. 

2oth.    Whether  bridge  is  single  or  double  track. 

2 1  st.    Grade,  if  track  is  not  level. 

22nd.   Maximum  speed  at  which  trains  will  cross  the  bridge. 

Items  i  and  2  cannot  be  assumed  and  must  always  be  furnished.  Items  3,  4  and  5  will  be  con- 
sidered as  unrestricted  if  they  are  not  specified.  In  case  any  of  the  remainder  of  the  items  are  not  given 
the  bridge  will  be  designed  on  the  following  assumptions: 

6th.    E-Bridges  will  be  assumed  as  square  with  abutments. 
7th.    F-Bridges  will  be  assumed  as  square  with  abutments. 
stli.    G-Track  will  be  assumed  as  straight. 
9th.    H-Track  will  be  assumed  as  straight. 

10th.  I-Width  of  intermediate  piers  will  be  assumed  to  be  built  in  conformity  with  detail  of 
bridge  shoes. 

nth.  J-\Vill  be  assumed  as  6  ft.  (1.83  M). 

1 2th.    K-Will  be  assumed  as  4  ft.  (1.22  M). 

m 


1 3th.    L-Will  be  assumed  as  5  ft.   (1.52  M). 
i4th.    M-Will  be  assumed  as  10  ft.  (3.05  M). 
i5th.    N-Will  be  assumed  as  5  ft.  (1.52  M). 
1 6th.    O-Will  be  assumed  as  2  ft.  (.61   M). 
iyth.    P-Gauge  will  be  assumed  as  4  ft.  8^  i»-  (i-43M). 
1 8th.    Locomotive  will  be  assumed  in  accordance  with  paragraph   15. 

1 9th.    Bridge   will  be  designed  on  the    lines  of  most   economical   type  in    the   absence  of  headroon? 
or  other  limiting  conditions  being  specified:     (See  paragraphs  2  to  13  inclusive). 
2oth.    Bridge  will  be  assumed  as  single  track. 
2ist.    Track  will  be  assumed  as  level. 
22nd.  Maximum  speed  will  be  assumed  as  45  miles  (72.42  Km.)  per  hour. 

TYPE      OF      BRIDGE. 

Unless  otherwise  specified  the  following  types  of  bridges  will  be  generally  adopted. 

AMERICAN.  METRIC. 

2.  Rolled  Beams Spans       up  to    30  ft.  up  to    9.1  M 

3.  Riveted  Plate  or  Latticed  Girders  (Single  Track "      3o  ft.  to  100  ft.         9.i  M  to  3o.s  M. 

(Double-"     "       30  ft.   to     Soft.  9.  i   M  to  24.4  M. 

4.  Riveted  Trusses (Single      "    "    too  ft.  to  175  ft.       30.5  M  to  53.4  M. 

(Double     "     "       80  ft.   to  125  ft.          24.4  M  to  38.  i   M. 

5.  Pin  Connected  Trusses (Single        "     "  over  175  ft.  over  53  4  M. 

(Double     "     "  over  125  ft.  over  38.1   M. 


6.  Deck   Bridges. — (See   Plate   64,  Fig.  5).     Where   headroom   and   length  of  span    will    permit, 
deck  bridges,  (that  is  bridges  having  the  track  ties  rest  directly  on  the  top  chords)  will  preferably  be  used. 

7.  Quarter   Through. — (See    Plate  64,  Fig.  6).     Where   headroom  will  permit  deck  bridges,  but 
the    span    is   excessive,  quarter   through    bridges    (that  is  bridges    having  a  floor  system   of  cross  girders 
and  longitudinal    stringers   placed   between  the  trusses  just   below   the   top   chord   with    no   cross  bracing 
above  the  rails,  but  with  a  lateral  system  connecting  the  bottom  chords)  will  be  used. 

8.  Half  Through. — (See    Plate  64,  Fig.  7).      Where   headroom    will  not  permit   deck   bridges  or 
quarter  through  bridges  and  the  span  is  not  excessive,  then    half  through    bridges    (that  is   bridges  with 
the  Hoor  system  near  the  bottom  chord  and  with  no  cross  bracing  above  the  rails)  will  be  used. 

9.  Through. — (See  Plate  64,  Fig.  8).     Where  headroom  will  not  permit  deck  or  quarter  through 
bridges  and  the  span  is  excessive  for  half  through,  then  through   bridges  (that  is  bridges  with   the  floor 
system  near  the  bottom  chord  and  cross  lateral  bracing  connecting  the  top  chords)  will  be  used. 

10.  Deck    Bridges. — For  deck  bridges    there  will    be  a  girder  or  truss  for  each  rail,  spaced  gen- 
erally  1 8  inches  (46  c.  m.)  farther  apart  than  the  track  rails. 

11.  Quarter  Through. — For  quarter  through    bridges   the   girders  or  trusses   will   be   spaced  as 

required  by  the  span. 

12.  Half    Through  and  Through. — For  half  through  and  through  bridges  the  trusses  will  be 
spaced  as  required  by  the  span  or  by  the  required  train  clearances. 

13.  Clearances. — The  structure  will  be  designed  so  as  to  conform  with    the  required  clearances. 

IN 


For  double  track  bridges  the  distance  center  to  center  of  tracks  will  be  assumed  as  13  ft.  (3.95  M.)  un- 
less a  middle  truss  is  used,  in  which  case  each  track  will  have  the  same  lateral  clearances  as  required 
for  a  single  track  bridge.  For  bridges  on  a  curve,  provision  must  be  made  for  the  additional  clearance 
required  by  a  load  100  ft.  (30.5  M.)  long  and  8  ft.  (2.45  M.)  wide. 

The  minimum  distance  center  to  center  of  trusses  shall  be  '/2o  of  the  Span. 

LOADINGS. 

The   various    parts  of  the    structure    will    be   proportioned    to   carry    the    following   loads   using  the 
combinations  of  loadings  and  unit  strains  hereinafter  specified. 

14.  Dead   Load. — The  entire  weight  of  the  structure    consisting  of  all  metal  used  in  construction 
plus  the  weight  of  the  ties,  guards,  rails,  etc.,  which  latter  items  shall  be  assumed  to  weigh  400  Ibs.  per 
lineal  ft.  (600  kg.  per  lineal  meter)  of  track. 

15.  Live    Loads. — A  moving  load  on  each  track  consisting  of  one  or  of  two  engines  at  the  head 
of  a  uniformly  distributed  train    load,    assumed  to  travel  in  either   direction    and  so  placed  as  to  give  the 
maximum  stress  for  each   member.     The  engine  and  train   loads   will  be  as  specified,  or  in  case  only  the 
total  weight  of  engine  and  tender  is  given,  the  various  wheel  loads  and  uniform  load  will  be  proportioned 
from    total    weight  of  engine    and    tender  as    given,    in    ratio  to  the    unit    loadings    given  in  the    following 
diagrams,  Plate  65,  Figs.  9,  10  and  n. 

The    type  of  the   engine  to  be    used   should    always   be    given,  as   the  number  of  drivers  is  a  very 
important  factor   in    designing   the    structures,    but  in  case  this    information  is  not    supplied,  a  locomotive 

300 


of  the  4  driver  type  will  be  used.  The  minimum  live  loads  used  will  be  a  train  load  of  1,500  Ibs.  per  lin. 
ft.  (2,232  kg.  per  lin.  M.)  and  2  axle  loads  of  12,000  Ibs.  (5,440  kg.)  each,  5  ft.  (1.53  M.)  centers.  The 
tonnage  given  will  be  assumed  to  include  both  engine  and  tender.  For  maximum  moments  for  2  driver 
type  over  30  tons,  3  driver  over  45  tons  and  4  driver  over  55  tons  see  plates  66  and  67. 

16.     Impact. — The   live   load   stresses   shall    be   increased   to   provide    for    sudden    application    of 
loads  from  high  speed  trains,  such  increase  to  be  determined  by  the  following  formula: 

AMKRICAN.     (See  table  No.  41.)  MKTRIC.     (See  table  No.  43.) 


32.a  L  +  V*  "9.8  L  +  V* 

In  which  In  which 

/=Coefficient    for   determining    the   additional  strain                 /^Coefficient    for   determining    the    additional    strain 

produced  by  impact.  produced  by  impact. 

/'    Velocity  of  train  in  feet  per  second.  1'=  Velocity  of  train  in  meters  per  second. 

/-^Length    in  feet  of  load  which  produces  maximum  L  =  Length  in  meters  of  load  which  produces  maximum 

stress  in  member.  stress  in  member. 

The  impact  coefficient  shall  in  no  case  (excepting  wind)  be  taken  at  less  than  .333. 
The  live  load  stress  in  the  member  shall  be  taken  as  5"  (1  +  /) 

Where 

5=  Live  luuJ  stress  before  impact  is  added.  7=Impact  coefficient. 

Where   temperature    falls    below   freezing   the   live   stresses    must  be  increased   \X  for   each    degree 
centigrade  below  free/ing. 

801 


17.  Wind   Pressure. — The   lateral   bracing  in  all   bridges    shall   be    proportioned    to    carry    such 
stresses  to  the  abutments  as  may  be  produced  by  a  wind  pressure  of 

AMERICAN.     (See  table  No.  42.)  METRIC.     (See  table  No.  42.) 

F2  V2 

P=-  P=— 

25°  133 

Where  Where 

/^Pressure  in  Ibs.   per  sq.   ft.  /^Pressure  in  kilos  per  sq.   meter. 

V=  Velocity  of  wind  in  miles  per  hour.  F=Velocity  of  wind  in  kilometers  per  hour. 

18.  Wind   Impact. — The   wind   pressure    shall    be   considered    as    acting   on    the    actual    exposed 
area  of  the    trusses    and    floor   system,    and    on    a    train    10    ft.    (3.05    M)   high,    beginning    2    ft.    6    inches 
(0.76    M)  above   base  of  rail    and    assumed  to  be    moving   across    the   bridge.     The   wind    pressure  on  the 
train  is  to  be  taken  as  a  moving  load  and  must  also  be  increased  by  the  impact  coefficient. 

19.  Overturning. — For    determining    the    anchorage    to    resist    overturning,    the    wind    must    be 
considered  as  acting  upon   the  empty   bridge  or  upon  the  bridge    and  an  empty    train  assuming  the  latter 
to  weigh  800  Ibs.  per  lineal  foot  (1200  kilos  per  lineal  meter)  of  train. 

20.  Centrifugal. — For  bridges    on   a   curve   the    effects    of  a  centrifugal    force    shall  be  computed 
for  a  speed  of   45  miles    (72.42  Km.)  per  hour  on  a  straight  run,  reduced  by  curvature  of  track,  by  the 
following  formula : 


AMKRICAN.     (See  table  No.  43.)  METRIC.     (See  table  No.  43.) 

r2  r2 

c=  c=- 


32.2  R  9.8  R 

In  which  In  which 

£'=Coefficient  for  determining  centrifugal  force.  C"=Coefficient  for  determining  centrifugal  force. 

F=  Velocity  of  train   in   feet   per  second,  assumed  at  /'=  Velocity  of  train  in  meters  per  second,  assumed  at 

66-3</,  where  rt^degree  of  curvature.  2o.i-.qd  where  </=degree  of  curvature. 

A'=  Radius  of  curvature  in  feet.  A'=  Radius  of  curvature  in  meters. 

Degree  of  curvature  </=number  of  degrees  in  angle  subtended  at  the  center  by  a  chord  100  feet 
(30.5  M)  long. 

The  centrifugal  force  shall  be  taken  as  acting  horizontally  at  a  height  of  5  ft.  (1.53  m.)  above 
the  base  of  rail  and  equal  to 

C  (W+  WI) 
Where  6=Coefficient  for  centrifugal  force. 

H'=Live  load  producing  the  centrifugal  force. 
/=  Impact  coefficient. 

For  bridges  on  a  curve  due  allowance  must  be  made  for  the  train  load  standing  still  on  the  struct- 
ure, as  the  outer  rail  being  elevated,  the  center  of  gravity  will  be  thrown  off  center  toward  the  inner 
truss  or  girder.  In  case  this  produces  larger  stresses  than  the  centrifugal  force  of  the  train  under  full 
speed,  it  shall  be  the  determining  factor.  Both  tnisses  shall  be  made  of  equal  strength  in  either  case. 


For  determining  the  elevation  of  the  outer  rail  the  following  formula  will  be  used : — 

AMERICAN.     (See  table  No.  43.)  METRIC.     (See  table  No.  43.) 

GS2  GS2 

k—- 


32.2  R  9.8  R 

Where  Where 

-£=Elevation  of  outer  rail  in  feet.  .£f=Elevation  of  outer  rail  in  meters. 

G=Gauge  of  track  in  feet.  G=Gauge  of  track  in  meters. 

^=Radius  of  curvature  in  feet.  /?=Radius  of  curvature  in  meters. 

,S=:Mean  velocity  in  feet  per  second  to  allow  for  equal  .S"=Mean  velocity  in  meters  per  second  to  allow  for  equal 

wear  on  rails,  and  assumed  at  37-1. 5</  where  atzdegree  of  wear  on  rails,  and  assumed  at  n.i-.^ei  where  ^=degree  of 

curvature.  curvature. 

21.  Traction. — A  tractive  force  due  to  suddenly  stopping  the  train  shall  be  considered  as  acting 
horizontally    along  the  structure.      Such    force    shall  be  taken  at  2o#  of  the   moving   load  and  applied  at 
base  of  rail.      This  applies    particularly  to  trestle   towers,  deck  bridges    supported  at  the  lower  chord  and 
similar  structures. 

QUALITY   OF   MATERIAL. 

22.  Process  of  Manufacture. — All    steel    shall  be  made  by    the    Open    Hearth    process.      Maxi- 
mum phosphorus  .08  per  cent.      Steel  shall  be  of  two  grades,  RIVET  and  MEDIUM. 

23.  Rivet  Steel. — The  ULTIMATE   STRENGTH  of  rivet   steel   shall  be  from   48,000  to  58,000  Ibs. 
per  sq.  inch,  (3370  to  4080  kilograms  per  sq.  centimetre). 

804 


The  ELASTIC  LIMIT  shall  not  be  less  than  one-Kalf  of  the  ultimate  strength. 
The  PKRCKNTAGE  OF  ELONGATION  shall  be  equal  to:— 

AMERICAN.  METRIC. 

1,400,000  98,000 

Ult.  Strength  Ult.  Strength 

in  pounds  per  sq.  inch.  in  kg.  per  sq.  c.  m. 

A  BENDING  TEST   shall  not  show   sign  of  fracture  on  the   outside  of  bent   portion  when    the  speci- 
men is  bent  to  180  degrees  flat  on  itself. 

24.  Medium  Steel. — The  ULTIMATE  STRENGTH  of  medium  steel  shall  be  from  60,000  to  70,000 
Ibs.  per  sq.  inch  (4220  to  4920  kilograms  per  sq.  centimetre). 

The  ELASTIC  LIMIT  shall  not  be  less  than  one-half  the  ultimate  strength. 
The  PERCENTAGE  OF  ELONGATION  shall  be  equal  to:— 

AMERICAN.  METRIC. 

1,400,000  98,  OOP 

Ult.  Strength  Ult.  Strength 

pounds  per  sq.  inch.  kg.  per  sq.  c.  in. 

25.  Pins.— Pins  shall  be  made   from    Medium  Steel  which    shall   meet  with  all  the   requirements 
of  such  grade,  except   that  the  elongation    may  be  5  per  cent,  less  than   that  specified  for  such  grade,  as 
determined  on  a  test  piece,  the  center  of  which  shall  be  one  inch  from  the  surface  of  the  bar. 

26.  Finish. — Finished   bars   shall   be   free   from    injurious    flaws,   cracks   or   seams,   and   have   a 
workmanlike  finish. 

80Q 


27.  Marking. — Every  finished  piece  of  steel  shall  be  stamped  with  the  blow  or  melt  number. 

28.  Test  Pieces. — Standard  test  pieces  cut  from  the  finished    material  in  the   condition  in  which 
it  leaves  the  rolls  shall  be  used   for   determining  the  tensile    strength,  limit  of  elasticity   and   ductility  of 
steel  which  is  not  to  be  annealed  or  otherwise  treated. 

29.  Annealed  Test  Pieces. — If  the  material  is  to  be  annealed  or  otherwise  treated  before  using, 
the  test  pieces  shall  be  similarly  treated  before  testing. 

30.  Eye    Bar   Tests. — Full    sized   eye    bars    shall    show   an    ultimate    strength    of   not   less   than 
55,000  pounds  per  square  inch    (3870   kg.  per  sq.  c.m.).      Bars  which   fail  in  the   head  but  which   other- 
wise meet  the  requirements  of  this  specification,  will  not  be  cause  for  the  rejection  of  the  sizes  of  which 
they  are  representative,  provided  not  more  than   ^  of  the  bars  so  break. 

31.  Variation  in  Weight. — A  variation  in  weight  or  cross    section  of  more   than    2l/2    per  cent, 
from  that  specified   may  be  sufficient   cause  for  rejection,  except  in  the   case  of  plates    which  will  be  cov- 
ered by  the  prevailing  permissible  variations  at  the  point  of  manufacture. 

32.  Steel  Castings. — Steel    Castings    shall    be   of  a  workmanlike    finish    and   shall  be  free    from 
injurious  defects  and  the  metal  must  be  uniform  in  character. 

33.  Cast  Iron. — All  castings  shall  be  of  tough  grey  iron,  free  from  injurious  cold  shuts  or  blow 
holes  and  shall  have  a  workmanlike   finish.       A  sample   piece  one  inch  (25.4  m.m.)  square  cast  from  the 
same  heat  of  metal  in  sand   moulds    shall    support  500  pounds    (227    kg.)    applied  at   the    center  between 
supports  4  ft.  6  in.  (137  c.m.)  apart,  when  tested  in  the  rough  bar. 

306 


34.  Tests. — All  tests  and  inspections  and  acceptance  shall  be  made  at  the  places,  and  during  the 
time  of  manufacture.     The  number  of  full  size  eye  bars  to  be  tested  must  be  determined  by  the  Inspect- 
ing Engineer.      Eye  bars  tested  to  destruction  and  fulfilling  the  specification  requirements  will  be  charged 
for  at  their  value  and  credit  given  for  the  scrap  value  of  the  material. 

PROPORTIONING    SECTIONS. 

35.  Maximum  Stresses. — The   maximum   stresses  for  any   member  shall  be  determined  by  the 
following : — 

F<>r  straight  bridges,  DEAD  +  LIVE  +  LIVE  IMPACT  +  WIND  +  WIND  IMPACT  +  TRACTION. 

For  curved  bridges,  DEAD  +  LIVE  +  LIVE  IMPACT  +  WIND  •*-  WIND  IMPACT  +  TRACTION  +  CENTRIFUGAL. 

36.  Direct   and    Bending   Combined. — Members   subject   to  both   direct    stresses   and   bending 
stresses  shall  be  proportioned  for  the    full    direct   stress    plus   one-half  the   bending   stress  or  for  one-half 
the  direct  stress  plus  full  bending  stress,  the  greater  being  used. 

37.  Alternate    Stresses. — Members    subject    to    alternate    stresses    of  tension    and    compression 
shall  be  proportioned  to  resist  either  kind  of  stress  or  the   sum  of  the   greater  plus  three  quarters  of  the 
lesser,  the  maximum  result  to  govern. 

38.  Dead  Load  Counteracting  Live. — Where  the  dead  load  produces  stresses  opposite  to  those 
from  the  live  load  8/i0  of  these  dead  stresses    may  be  deducted   from  the  live  load  stresses  and  the  mem- 
ber proportioned  for  the  difference. 

m 


39.  Compression  Members. — Members  in  compression    shall   be   proportioned  so  that   the  max- 
imum strain  per  square  inch  gross  area  shall  not  exceed  the  following : — 

AMERICAN.     (See  table  No.  44.)                                                                                  METRIC.     (See  table  No.  44.) 
In  pounds  per  square  inch.                                                                      In  kilograms  per  sq.  c.  m. 
Both  ends  fixed 20,000-  80^         Both  ends  fixed 1,406-5.62- 

One  end  fixed,  other  end  hinged 20,000-100^  One  end  fixed,  other  end  hinged 1,406-7.03- 

Both  ends  hinged 20,000-130^  Both  ends  hinged 1,406-9. 14^- 

In  which  In  which 

/=length  in  inches.  /=length  in  m.m. 

r=least  radius  of  gyration  in  inches.  r=least  radius  of  gyration  in  m.m. 

Members  which  are  connected  at  the  ends  by  rivets  shall  be  considered  as  having  fixed  ends  and 
the  length  "/"  shall  be  taken  as  the  distance  center  to  center  of  nearest  rivets.  Members  connected 
by  pins  shall  be  considered  as  having  hinged  ends,  the  length  being  taken  as  the  distance  center  to 
center  of  pins. 

40.  Max.-. — For  any  member  or  flange  in  compression  subject  to  impact,  the  length  divided  by 
the  least  radius  of  gyration    shall   not   exceed  ^  for  moving   live   loads    other   than    wind,  in  which  /  = 
impact  coefficient  as  determined  by  preceding  formula.      For  members  subjected  to  wind  strains  only,  the 
length  divided  by  the  least  radius  of  gyration  shall  never  exceed   175. 

41.  Tension  Members. — Members  in  tension  shall  be  proportioned  so  that  the  maximum  strain 
shall  not  exceed  20,000  Ibs.  per  sq.  inch  (1406  kg.  per  sq.  c.m.)  net  section. 

308 


42.  Bending. — The  extreme  fibre  strain  in  members  subject  to  bending  shall  not  exceed: — 

AMERICAN.  METRIC. 

In  pounds  per  sq.  inch.  In  kg.  per  sq.  c.m. 

Pins  (See  table  No.  45) 25,000          Pins  (See  table  No.  45) ',758 

Rolled  shapes 20,000  Rolled  shapes ',406 

Cast  steel 1 5,000          Cast  steel ',°55 

43.  Shear. — The  maximum  shearing  strain  for  web  plates,  net  section  shall  not  exceed: — 

AMERICAN.     (See  table  No.  46.)  METRIC.     (See  table  No.  46.) 

In  pounds  per  sq.  inch.  In  kg.  per  sq.  c.m. 

15,000-100?  '055-7-03^ 

Where  Where 

./    unsupported     distance     in     inches    between    chord  </=unsupported  distance  in  m.m.  between  chord  angles 

angles  or  stiffeners.  or  stiffeners. 

/^thickness  of  web  in  inches.  /^thickness  of  web  in  m.m. 

The  shearing  strains  on  other  parts  of  the  structure  shall  not  exceed  ;— 

AMERICAN.  METRIC. 

In  pounds  per  sq.  in.  In  kg.  per  sq.  c.m. 

Rolled  Shapes 1 5,000  Rolled  Shapes 1,055 

Pins 15,000  Pins 1,055 

Shop  Rivets  (See  table  No.  47) 1 2,000          Shop  Rivets  (See  table  No.  47) 844 

Field  Rivets  (Sec  table  No.  47) 10,000          Field  Rivets  (See  table  No.  47) 703 

Anchor  Bolts 10,000          Anchor  Bolts   703 

Cast  Steel 10,000          Cast  Steel 703 

m 


44.  Net  Section. — For  all  members  in  which  net  section  is  required  for  tension,  bending,   shear, 
etc.,  full  allowance   must  be  made  for  reduction  in  area   due  to  rivet   holes,    screw   threads,  etc.       For  all 
material  fjj  of  an  inch  (16  m.  m.)  thick   and  under,  the  rivet   holes  shall  be  considered  as  %  of  an  inch 
(3.2  m.  m.)   larger  in  diameter   than    the    undriven    rivet,  and  for  material    over    ^  of  an   inch  (16  m.  m.) 
thick,  3/'6  of  an  inch  (4.8  in.  m.)  must  be  allowed.       (See  table  No.  43  for  deductive  areas.) 

45.  Bearing. — The  bearing  strains  for  various  parts  shall  not  exceed.— 

AMERICAN.  METRIC. 

In.  pounds  per  sq.  inch.  In  kg.  per  sq.  c.m. 

Pins  (See  table  No.  45) 28,000          Pins  (See  table  No.  45) 1,968 

Shop   Rivets  (See  table  No.  47) 24,000          Shop   Rivets  (See  table  No.  47)    1,687 

Field  Rivets  (See  table  No.  47) 20,000          Field  Rivets  (See  table  No.  47) 1,406 

Cast  Steel 20,000          Cast  Steel 1,406 

Bronze  discs 6,000          Bronz  discs 422 

Masonry 500          Masonry 35 

Hard  Wood  across  the  grain 350          Hard  Wood  across  the  grain • 25 

Hard  Wood  with  the  grain 1,000          Hard  Wood  with  the  grain 70 

Expansion    rollers    i,2oor  per  lin.  inch,  where  r=radius  of  Expansion   rollers   84^   per  lin.    c.m.,  where   r=radius    of 

rollers  or  curvature  of  bolster  in  inches.  rollers  or  curvature  of  bolster  in  c.m. 

46.  Plate  Girders. — In  proportioning  plate  girders,  %  of  the  web  may  be  considered  as  flange  area. 
The  effective  depth  of  all  girders  shall  be  taken  as  the   distance  center  to  center  of  gravity  of  the 

chords. 

Where  it  is    necessary    to    use    flange    plates  to  make    up    the    required    sectional    area,   such  flange 
plates  -shall  not  exceed  ^  of  the  total  flange  area  unless  the  largest  size  angles  obtainable  are  used. 

The  compression  flange  shall  have  the  same  gross  sectional  area  as  the  tension  flange. 

310 


47.  Cover  Plates. — The  distance   from  the   edge  of  the   flange   plates  of  girders   or  cover  plates 
of  chords  or  posts,  to  the   center  of  the  outer  rivets   connecting  them  to  the   member  must  not  exceed  5 
inches  (  12-  in.  in.)  nor  eight   times  the  thickness  of  the   first  plate,  nor  shall    the   thickness  of  any  cover 
plate  be  less  than   l/JO  the  distance  center  to  center  of  rivets  measured  in  line  of  strain,  nor  less  than  '/40 
the  distance  center  to  center  of  rivets  measured  at  right   angles  to  line  of  strain.     Where  rivets  in  cover 
plates  transmit    horizontal    shear  as  in    the   case  of  girders,    the    maximum    thickness  to  be   gripped  must 
not  exceed  four   times    the   diameter   of  the   rivets,    and    in  no  case   shall  the  thickness  of  material  to  be 
gripped  exceed  six  times  the  diameter  of  the  rivets. 

48.  Rolled  Beams. — Rolled  Beams  shall  be  proportioned  by  their  moments  of  inertia. 

4°.  Depth  of  Girders. — Riveted  longitudinal  girders  shall  generally  be  made  with  a  depth  of 
not  less  than  l/lo  of  the  span. 

Rolled  Beams  if  used  as  longitudinal  girders  shall  generally  be  made  with  a  depth  of  not  less 
than  '/u  of  the  span. 

In  case  it  is  necessary  to  use  shallower  depths,  the  girders  and  beams  must  be  so  designed  that 
the  maximum  deflection  will  not  exceed  that  of  girders  and  beams  designed  for  above  depths. 

50.  Bracing. — For  deck  bridges,  top  and  bottom  laterals  will  be  used  with  sway  bracing  at 
each  panel  point,  the  wind  stresses  from  the  moving  load  and  all  centrifugal  forces  being  resisted  entire- 
ly by  the  top  lateral  system. 

In  quarter  through  bridges  each  panel  point  must  have  sufficient  transverse  bracing  to  transmit 
the  wind  and  centrifugal  stresses  to  the  bottom  chord  without  producing  any  bending  in  the  truss  posts, 

811 


and  the  bottom  chord  laterals  must  be  sufficient  to  transmit  the  entire  wind  and  centrifugal  stresses  from 
the  structure  and  train  to  the  abutments. 

In  half  through  bridges  the  entire  wind  and  centrifugal  stresses  shall  be  resisted  by  a  system  of 
lateral  bracing  placed  at  the  bottom  chord  level. 

In  through  bridges  the  wind  stresses  due  to  the  train  and  all  centrifugal  stresses  shall  be  resisted 
by  the  bottom  lateral  system.  All  through  spans  shall  have  riveted  portals,  rigidly  connected  to  the 
end  posts  and  top  chords,  and  of  as  great  a  depth  as  the  headroom  will  permit.  The  portals  are  to  be 
proportioned  so  as  to  properly  transmit  the  wind  stresses  from  the  top  lateral  bracing  to  the  end  posts, 
which  posts  are  to  be  properly  proportioned  to  resist  these  stresses. 

When  a  floor  system  of  cross  beams  and  stringers  is  used  for  any  of  the  above  types  of  bridges, 
sufficient  lateral  bracing  must  be  provided  between  the  stringers  and  so  placed  that  the  limiting  condi- 
tions given  in  paragraph  40  are  not  exceeded. 

51.  Stiff  Members. — The   first   hanger    and   first   two    panels   in    the   bottom    chord   of  trussed 
bridges  shall  be  stiff  members,  capable  of  resisting  either  tension  or  compression. 

52.  Minimum    Thickness. — No    material    except   for    filling,    packing,     facia    plates,   etc.,   less 
than  5/l6  inches  (8  m.  m.)  thick   shall  be  used  for  main    members  and  their   connections,   nor  for  laterals 
carrying  centrifugal    stresses.       For  wind  or  stiffening   bracing  no  material  -less    than   %  inch  (6.4  m.  m.) 
thick  shall  be  used. 

53.  End  Cross  Girders. — Only  on  Bridges    when  the  track  is  on  a  curve  will  end  cross  girders 
be  provided,  in  all  other  cases  the  ends  of  the  stringer  beams  will  rest  on  the    masonry  and  be  properly 
braced  to  the  trusses. 

312 


DETAILS    OF    CONSTRUCTION. 

54.  Camber. — All  trussed  bridges  shall   have  a  camber  which  shall  be  computed   from  the  total 
dead  and  live  loads    and    shall  be  such    that   the    structure  will  not   deflect   below  an  approximately  hori- 
zontal line  under  the  full  loading. 

55.  Details.— The   details   of  the    several    parts    and   all   connections   of  the   different   members 
throughout  the   structure   will    be   so   proportioned    that    rupture   will    occur  in  the   body   of  the   member 
rather  than  in  connections  upon   testing  the  full    si/e    members,    and  all  details    shall  be  arranged,  as  far 
as  possible,  to  give  access  for  inspection  and  painting  of  same. 

56.  Riveting. — The  maximum  pitch  of  rivets  and  bolts  shall  rarely  exceed  6  inches  (152  m.  m.) 
or  twenty   times  the  thinnest   outside   plate,    and   three   diameters    will  be  the    minimum    pitch  except  for 
special  details.      The  rivets  and  bolts  used    shall  be  %,  }£,   %  and   i   inch  (16  m.  m.,   19  m.  m.,  22  m.  m. 
and  25.4  m.  m.)  diameter. 

The  distance  from  the  center  of  the  hole  to  the  edge  of  any  piece  will  not  be  less  than  i  J^ 
inches  (32  in.  m.),  except  for  bars  less  than  2%  inches  (64  m.  m  )  wide  and  in  special  details. 

Angles  subject  to  direct  tension  must  be  connected  by  both  legs  or  the  section  of  the  connected 
leg  only  will  be  considered  as  effective. 

Compression  members  shall  have  the  rivets  at  the  ends  spaced  not  over  four  diameters  apart  for  a 
length  of  i%  times  the  width  of  the  member. 

The  effective  diameter  of  a  driven  rivet  shall  be  assumed  the  same  as  its  diameter  before  driving. 
No  metal  shall  be  thicker  than  the  diameter  of  the  rivet  except  in  rolled  beam  flanges.  Rivets  shall 
never  be  used  in  direct  tension. 

818 


In  heavy  continuous  compression  members,  such  as  chords  and  trestle  posts,  the  abutting  joints 
will  be  planed  and  the  joint  will  be  placed  close  to  the  panel  point.  The  joint  will  be  spliced  on  all 
sides  with  at  least  two  rows  of  rivets  or  bolts  on  each  side  of  the  joint. 

In  light  compression  members  abutting  joints  with  untooled  faces  will  be  fully  spliced  with  rivets 
or  bolts,  and  no  reliance  will  be  placed  on  the  bearing  of  the  untooled  faces. 

All  joints  in  riveted  tension  members  must  be  fully  and  symmetrically  spliced. 

The  webs  of  plate  girders  must  be  fully  spliced  at  all  joints  by  a  splice  plate  on  each  side  of  the 
web,  not  less  than  5/,6  of  an  inch  (8  m.  m.)  thick  and  with  a  sufficient  number  of  rivets  on  each  side  of 
the  joint  to  properly  resist  the  shear  at  the  point  of  splice. 

57.  Stiffeners. — All    web    plates   in   riveted   girders    shall    have    stiffeners   over   bearings    and   at 
points  of  concentrated  loadings  and   at   such    distances    apart   as  the  thickness  of  web  plate  may  require, 
those  at  the  bearing  points  to  be  of  neat  length  and  fitted  to  the  flange  angles. 

58.  Elevation  of  Rails. — For  bridges   on  a  curve,  the  floor   system    will  be  constructed  horizon- 
tal and  the  elevation  of  the  outer  rail  will  be  effected  by  wedging  or  blocking  pieces,  or  notching  the  ties. 

59.  Tie  Plates. — The  open  sides  of  all  compression  members  shall  have  tie  plates  placed  as  near 
the  ends  as  possible.      Such  tie  plates  must  have  a  length  not  less  than  the  greatest   width  of  the  mem- 
ber and  a  thickness  of  at  least  '/so  the  distance  between  the  rivets  connecting  them  to  the  members. 

60.  Lattice  Bars. — Single   lattice   bars   shall  have  a  thickness  of  not   less   than  l/so  and  double 
lattice  bars  not   less  than  '/6o  of  the   distance   between  rivets  connecting   them  to  the    members,  or  when 
the  lattice  bars  are  held  between   double    members  as  in   the   case  of  4  angle  latticed  I  struts,  of  the  un- 
supported distance  between  such  double  members. 

314 


The  widths  of  the  lattice  bars  shall  not  be  less  than  2  inches  (51  in.  m.)  for  members  9  inches 
(229  m.  in.  i  or  less  in  width  nor  2]/±  inches  (57  in.  in.)  for  members  9  to  12  inches  (229  to  305  m.  m.) 
in  width,  nor  2}^  inches  (64  m.  m.)  for  members  12  to  15  inches  (305  to  381  m.  m.)  in  width.  Where 
double  lacing  is  used  the  bars  must  be  riveted  together  at  the  intersections  with  each  other. 

61.  Turnbuckles. — Open   sleeve   nuts  or  turnbuckles   must   always  be  used  for  adjustable  mem- 
bers, and  they  must  be  either  locked  or  jamb  nutted  so  as  to  prevent  them  working  loose.     Closed  sleeve 
nuts  will  not  be  permitted. 

62.  Nuts.— All   bolts   shall   be   provided   with   double   nuts   or  else   provision    must  be  made   for 
locking  to  prevent  them  working  loose.      Anchorage  bolts  will  always  be  double  nutted. 

63.  Sliding  Bearings.— For  all  spans  75  ft.  (23  M.)  and   under,  one  end  of  the  bridge  shall  be 
firmly  anchored  to  the  masonry  and  the  other  end  shall  be  arranged  with  a  sliding  bearing  consisting  of 
a  bottom  plate  anchored  to  the  masonry  and  an  upper  plate  riveted  to  the  structure. 

The  tipper  plate  to  have  slotted  anchor  bolt  holes  of  sufficient  length  to  allow  the  expansion  and 
contraction  of  the  girders.  The  sliding  surfaces  in  contact  to  be  planed  or  faced  smooth. 

64.  Roller  Bearings. — For  all  spans  from  75  ft.  to  100  ft.  (23  M.  to  30.5  M.)  bearings  similar  to 
the  above  shall  be  provided  except  that  a  nest  of  turned  rollers  shall  be  placed  between  the  faced  plates, 
the  rollers  to  be  provided   with   proper   spiders  to  keep   the   rollers   always  in  true   line.     For  spans  over 
100  ft.  (30.5  M.),  pin  connected   shoes  or  bolsters   shall  be  provided  at  each  end.     On  one  end  the  shoes 
will  rest  directly  on  the  masonry   and  be  anchored  to  same.      On  the  other   end  the  shoes  will  rest  on  a 
nest  of  turned  rollers  running  between  planed  surfaces. 

815 


65.  Temperature. — Provision   shall  be  made   for  an  expansion   and    contraction   due  to  variation 
in  temperature  of  50  degrees  centigrade. 

66.  Anchorage. — Proper  anchorage  shall  be  provided  at  all  bearings  on  masonry,  provision  being 
made  for  uplifting  due  to  wind  pressure  and  to  shear  from  wind,  traction  and  centrifugal  force. 

67.  Pin  Plates. —  Where  pin  holes   occur  in   riveted   members   the    same   shall  be  re-enforced  by 
pin   plates   when   necessary   and   must   be   so   arranged   that   the   pressure   on   the  pins   will   be   properly 
distributed   over   the   full  cross    section  of  the  members.      Enough    rivets   must   be   provided  so  that   each 
individual  plate   will   be   capable  of  transferring   its   portion  of  the   pressure   from   the    pin  to  the   section 
of  the   main    member. 

68.  Eye  Bars  and  Pins. — The   heads  of  eye   bars    shall   be  so  proportioned    and   made  that  the 
bars  will  break  in  the  body  of  the  original  bar  rather  than  at  any  part  of  the  head  or  neck. 

The  diameter  of  the  pin  shall  preferably  be  not  less  than  three-quarters  of  the  width  of  the  larg- 
est bar  attached  to  it,  and  all  pin  connected  joints  shall  be  closely  packed  so  as  to  produce  as  little 
bending  on  the  pin  as  possible. 

WORKMANSHIP. 

69.  Built  Up  Members. — All    parts   will  be  assembled  in  the    shops   during  the  fabrication  and 
the  pieces    forming   the   shafts  of  the   main   members   riveted  or  bolted   up,    after   which   all   large  gusset 
plates  and  projecting  parts  will  be  taken  off  to  accommodate  the  shipment  of  the   material  by  steamer  or 
by  railroad,  or  the  holes  for  field  connections    except   those  for  laterals  and  sway  bracing  may  be  reamed 
to  an  iron  template. 

316 


All  members  must  be  free  from  twists  and  bends  and  the  several  pieces  composing  the  member 
must  fit  closely  together.  Portions  exposed  to  view  will  be  neatly  finished. 

70.  Riveting.     All  rivets  when  driven  must   completely  fill  the  holes  and  have  round  concentric 
heads  of  uniform  size,  thoroughly  pinching  the  connected  pieces  together. 

For  punching,  the  diameter  of  the  punch  shall  not  exceed  the  diameter  of  the  bolt  or  the  rivet  to 
be  used  by  more  than  '/to  of  an  inch  (1.6  m.  m.),  and  after  the  work  is  assembled  a  reamer  shall  be  put 
through  each  hole,  if  necessary,  to  correct  the  slight  variations  of  the  punchings  so  that  a  cold  rivet 
may  l>e  inserted  without  drifting. 

All  holes  in  medium  steel  which  is  over  fjj  of  an  inch  (16  m.  m.)  thick,  shall  be  drilled  or  reamed 
',  uf  an  inch  (;v-  m.  in.)  larger  in  diameter  than  the  punched  holes,  so  as  to  remove  all  sheared  or 
burred  edges. 

Wherever  possible  all  rivets  will  be  machine  driven  by  direct  acting  machines,  operated  by  com- 
pressed air,  steam  or  hydraulic  pressure.  In  cases  where  this  is  impossible  pneumatic  hammers  shall  be 
u.sed  wherever  practical. 

71.  Eye   Bars. — The   heads   of   eye   bars   shall   be   made   by   rolling,   upsetting,   or   forging   into 
shape.      Welds  in  the  body  of  the  bar  are  debarred,  eye  bars  must  be  free  from    flaws  and  shall  be  care- 
fully annealed.      Eye  bars  must  be  perfectly    straight    before   boring,   and  pin    holes   must  be  in  center  of 
heads  and  on  the  axes  of  the  bars. 

Bars  of  the  same  class  and  belonging  to  the  same  panel  shall  be  bored  at  the  same  temperature 
and  the  lengths  must  not  vary  more  than  '/32  of  an  inch  (0.8  m.m. »  for  each  30  ft.  (9.1  M.)  of  total 
length,  and  bars  which  are  to  be  placed  side  by  side  in  the  structure  shall,  if  piled  on  each  other,  allow 
the  pins  to  pass  through  at  both  ends  without  driving, 

817 


The  diameter  of  the  hole  shall  not  exceed  the  diameter  of  the  pin  more  than  '/32  of  an  inch 
(0.8  m.  in.). 

72.  Adjustable    Members. — Tie    rods  or  counters    shall    be    fabricated    with    the    same    care    and 
precision  as  is  prescribed  for  the  bars. 

Screw  ends  shall  be  upset  so  as  to  insure  that  the  attached  members  will  break  in  the  body  of 
the  bar. 

Sleeve  nuts,  devices,  etc.,  used  for  adjustment,  will  be  of  sufficient  strength  to  break  the  bar  to 
which  they  are  attached. 

73.  Pilot  Nuts. — Pilot  nuts  must  be  used  during  the  erection  to  protect  the  threads  of  the  pins. 

74.  Sheared   Edges. — All  sheared    edges  in  medium    steel    over    ^   of  an    inch  (16  m.  m.)  thick 
shall  be  planed  and  all  edges    exposed  in  the    finished    piece    that    are    rough  or  burred  must  be  properly 
dressed,  either  by  grinding  or  otherwise. 

75.  Floor  Beams  and  Stringers. — Floor  beams  and  stringers  framing  in  between  posts  or  floor 
beams  to  be  faced  off  true  and  square  to  the  correct  lengths. 

76.  Abutting  Surfaces. — All    abutting   surfaces  in  heavy   compression    members    shall    be   truly 
faced    to   a   bearing. 

77.  General. — All  workmanship  shall  be  first  class  in  every  particular. 

78.  Painting. — All  metal    work    before   leaving   the    shop    shall    be    thoroughly    cleaned  from  all 
loose  scale  and  rust   and  given   one   good   coat  of  pure    linseed  oil,  well    worked   into  all  joints    and  open 
spaces. 

318 


Iii  riveted  work,  the  surfaces  coming  in  contact  shall  each  be  painted  before  being  riveted  together, 
and  all  parts  of  the  structure  which  will  be  difficult  of  access  after  assembling  shall  receive  two  coats  of 
paint  before  being  assembled. 

Pins,  bored  pin  holes  and  turned  friction  rollers  and  all  planed  surfaces  shall  be  coated  with  white 
lead  and  tallow  immediately  after  facing  and  before  being  shipped  from  the  shop. 

Painting  of  the  completed  structure  after  erection  is  not  included  in  this  specification. 

79.  Inspection. — All  facilities  for  the    inspection  of  material  and  workmanship  will  be  permitted 
to  the  owner   or   his    representatives,  without  additional    charge,    but   such   inspection    must,    for   the   raw 
material,  be  performed  at  the  rolling  mills  or  foundries    where  the  rolled   steel  or  the  castings  are  manu- 
factured,   and   the   inspection   for  workmanship   must   be   performed   at   the   shops   before   the   material  is 
shipped,  and  such  inspection  and  acceptance  must  be  final  at  these  points. 

80.  Draw  Bridges,  Etc. — Draw  bridges,  turn-tables,  high  trestle   towers,  eta,  will  be  considered 
as  special  structures   but   will  be  designed  on  the   same   general   lines  and  using  the  same   unit   stresses, 
loadings,  quality  of  material  and  other  limiting  conditions  as  given  in  the  foregoing  specification. 


BID 


STANDARD    SPECIFICATION    FOR    HIGHWAY    BRIDGES. 


GENERAL   DATA   REQUIRED. 

1.  General. — In    order   to   make    a   correct   design  the  same  general  data  should  be   furnished    as 
noted  in  Railway  Bridge   Specifications,  such   as  the  heaviest  load  which    will   pass   over   the   bridge,  the 
clear   span,    various   heights    from    high    water,  the    skew  angles,  widths   of  intermediate   piers,  clearances 
required,  etc.,  etc.     It  will  also  be  necessary  to  know  the  clear  width  of  roadway  and  whether  sidewalks 
for  pedestrians  are  to  be  provided  for.     The  uses  for  which  the  bridge  is  intended  should  also  be  specified, 
stating  whether  it  is  to  be  located  in  a  city  which  would  require  heavy  traffic  and  electric  cars,  or  whether 
it    is    to   be   located   in   the   country  and   subject   to   only  the  conditions   of  ordinary  light    highway  traffic. 
The  general  construction  of  the  floor  should  be  specified,  that  is  whether  it  is  to  be  a  concrete  or  a  plank  floor. 

In  the  absence  of  information  to  the  contrary  the  bridge  will  be  assumed  as  being  in  the  country 
and  having  a  plank  floor. 

TYPE   OF   BRIDGE, 

2.  Unless   otherwise   specified    the   type    of  the  bridge    generally    adopted   will    be    as   specified    for 
single  track  railway  bridges,  except  that  rolled  beams  may  be  used  for  spans  up  to  50  ft.  (15.25  M.) 


LOADINGS. 

The  various  parts  of  the  structure  will  be  proportioned  for  the  following  loads,  using  the  following 
combinations  of  loadings,  DEAD  +  LIVE  -+-  LIVE  IMPACT  +  WIND. 

3.  Dead     Loads. — The    dead    load    shall    consist    of    the    actual    weight    of   all    metal    in    the 
structure,  plus   the  weight  of  all  materials  used  in  the  flooring.     Unless  otherwise  specified  the  weight  of 
the  floor  constniction  in  bridges  having  concrete  floors  shall  be  taken  at  100  Ibs.  per  sq.  ft.  (488  kg.  per  sq.  M. ) 
and  for  bridges  having  plank  floors,  the  weight  shall  be  taken  at  20  Ibs.  per  sq.  ft.  (98  kg.  per  sq.  M. ) 

4.  Live    Loads. — Unless   otherwise   specified,   double   track   city   bridges   will   be   proportioned   to 
carry  a  12  ton  (24,000  Ibs.)  road  roller  on  an}-  part  of  the  roadway  and  electric  cars  30  ft.  (9.15  M.)  center 
to  center  on  each  track,  tracks  to  be   10  ft.  (3.05  M.)  center  to  center  transversely.     Single  track  bridges 
will  be  proportioned  to  carry  electric  cars  30  ft.  (9.15  M.)  center  to  center  as  above  and  a  road  roller  at 
any  point  on  the  bridge. 

The  roller  shall  be  distributed  as  follows :  6  tons  on  the  front  axle  and  6  tons  on  the  rear  axle, 
the  axles  being  10  ft.  (3.05  M)  center  to  center;  one  roller  on  the  front  axle  3  ft.  (.92  M.)  wide  and  two 
rollers  on  the  rear  axle,  each  i  ft.  6  in.  (.46  M.)  wide  and  4  ft.  (1.22  M.)  center  to  center  transversely. 
An  electric  car  shall  be  considered  as  weighing  18  tons  (36,000  Ibs.)  distributed  equally  over  4  points, 
spaced  10  ft.  (3.05  M.)  centers  longitudinally  and  4.7  ft.  (1.43  M.)  transversely  and  occupying  a  floor 
space  8  ft.  x  30  ft.  (2.4  M.  xg.15  M.).  In  addition  to  either  of  the  above  loadings,  the  structure  will  be 
proportioned  to  carry  a  uniformly  distributed  live  load  of  100  Ibs.  per  sq.  ft.  (488  kg.  per  sq.  M.)  over 
the  entire  remaining  surface. 

Country  bridges  will,  unless  otherwise  specified,  be  proportioned  to  carry  a  5  ton  (10,000  Ibs.)  road 


roller,  the  load  being  equally  distributed  over  2  axles  6  ft.  (1.83  M.)  centers,  assumed  as  3  ft.  (.92  M.) 
wide,  and  in  addition  a  uniformly  distributed  live  load  of  75  Ibs.  per  sq.  ft.  (366  kg.  per  sq.  M.)  over  the 
entire  remaining  surface. 

5.  Impact. — For  city  bridges  the  impact  coefficient  shall  be  taken  as  l/2  and  for  country  bridges 
YT,   of  that  specified  for  railway  bridges. 

6.  Wind    Pressure. — Wind   pressure    shall    be    taken   the    same   as    specified    for  railway  bridges 
except  that  no  wind  impact  need  be  considered. 

7.  Quality   of   Material,    etc. —Quality    of    material,    tests,    etc.    and    all   items    under   headings 
"  Proportioning   Sections,"    "  Details    of  Construction,"    "  Workmanship,"    and    "  Inspection,"    shall   be   as 
specified  for  railway  bridges,  with  the  following  exceptions  ;  the  depth  of  longitudinal  riveted  girders  shall 
generally  be  !/i6  of  the  span  for  bridges   having  concrete  floors  and  l/^  of  the  span  for  bridges  having 
plank  floors.     The  depth  of  rolled  beams  when  used  as  longitudinal  girders  shall  generally  be   l/^  of  the 
span  for  bridges  having  concrete  floors  and  '/36  of  the  span  for  bridges  having  plank  floors. 

The  minimum  thickness  for  metal  in  any  part  of  the  structiire  except  filling  pieces,  etc.  shall  be 
*4  inch  (6.4  m.m.). 

The  holes  for  field  connections  need  not  be  reamed  to  an  iron  template  but  must  fit  as  accurately 
as  practicable. 

8.  Railings. — A  strong  and  substantial  hand  railing  shall  be  provided  for  each  side  of  the  bridge, 
well  secured  to  the  superstructure. 


Plate  No.  68. 


323 


Plate  No.  69. 


324 


Plate  No.  70. 


'•••  •  -       • 


325 


Plate  No.  71. 


.r.3.      .3.*1' .  it  n 


326 


Plate  No.  72. 


327 


Plate  No.  73. 


328 


Plate  No.  74. 


329 


OVERHEAD  FOOT  BRIDGE  CROSSING  TRACKS  OK  CENTRAL  R.    R.   OF  N.   J. 


STEEL  WORK  DESIGNED,   FURNISHED  AND  ERECTED    1!V    MII.I.1KF.X    11KOTI1KKS. 

330 


<>\I-KHI-MI   Hn.nu\\    HKIDCK  C'ko^isi.   'I'k  \<  KS  OK  CKNIKAI    R.    R.   OK  N.   J. 


STEEI.  WORK    l>i:-lc;\l.l>.   1  IKMSHI  I)   AM»  KRKCTKI)   IIY    MII.I.IKK.V    IIKOTIIKKS. 

331 


HIGHWAY  PI.ATK  GIRDER  BRIDGE,    PROVIDENCE,    R.    I. 


DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN   BROTHERS. 

332 


HII;II\\A\    I'ns'i    THIS-   HK i,    PI.AINKIF.LI>,   N.   J. 


HI  -MLS!  Ii.    MKMSMi:!)   AMI    l-.UKi   11:1)   H\    .MII.I.IK1  \    I:KII|  IIKKS. 


HIGHWAY  TRUSS  BRIDGE,   THREE  BRIDGKS,   N.   J. 


DESIGNED,  FURNISHED  AND  ERECTED  BY   MII.LIKEN   I5ROTIIEKS. 

388  A 


KTON  STREET  CROSSING,  CENTRAL  RAILROAD  OK  N.  J.,   PHM.I.II-.IURC.,  N.  J. 


2v  * 


HI-SI..M-:ii.    I -I'KMMII .1)   AMI  ERECTED  BY  MII.UKEN   BROTHERS. 

334 


90  FT.   PLATE  GIRDER  £PAN  FOR  PLANT  SYSTEM  OF  RAILWA\S. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

335 


90    FT.     Pl.ATK    CilRHKR     Sl'AN     KOR     PLANT    S\  S  I  I  \l    iH     RA!|.U\\-. 


1 

. 

-*• 

! 

STEEL  WOK  K  Drsnixi-iv  ITKVISIIKI)   \NI>  riu-i  nn  r.v  MII.I.IKIV  I-.MI  •  i  IIF.RS. 

IN 


150  FT.   DECK  RIVETED  TRUSS  R.    R.   BRIDGE  WITH  PLATE  GIRDER  APPROACHES  FOR  CHOCTAW,   OKLA.  &  GULF  RAIL 


ROAD. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  P.Y  MII.LIKEX    P.KOTIIKKS. 

337 


150  Fi.   PIN  CO\M,  1 1  n  IH.  k  RAIIUAV  BKIDCK  WITH  TRKSTI.K  BENT  API-ROACHES  FOR  CUHA  Co.,  CM  \ 


I.   \\|>KK    DESIGNED    AM)    I- . 'UN  ISIIi-.H    \:\     MIM.IKIN    I'.Uolllll;- 

338 


no  FT.   PONY  TRUSS  RIVETED  R.    R.   BRIDGE  FOR  N.   J.   TERMINAL  R.    R.   Co.,   RAHWAY,   N.   J. 


STEEL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MIELIKEN  BROTHERS. 

339 


175  I*"1-   Tnk<n CM   Knirin  TRUSS  RAILROAD  KRIDCK.  HIR   PLANT   SVMIM  OK   RAILWAYS. 


I.   \\UKK    I>i:S1<;\KI>.    1'TKMSII  Kl  i    AM)    I  l<  I  (    I  I   I  >    1^     MII.I.IKKX    l:Ki  i  I  H 

340 


250  FT.   CAMEL-BACK  PIN  CONNECTED  RAILROAD  BRIDGE  FOR  CHOCTAW,   OKLAHOMA  &  GULF  R.   R. 


S'lEKL  WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEX  BROTHERS. 

341 


STEEL  WORK  DESIGNED,  FURNISH  Ell  AND  ERECTED  BY  MII.UKEM  BROTIIKKS. 

342 


685  FT.  BRIDCE  CROSSING  Rio  GRANDE  IN  COSTA   RICA.     CENTRE  ARCH  450  FT. 


STKliL  WORK  DESIGNED  AND  FURNISHED  BY  MILLIKEN  BROTHERS. 

343 


68s   F'r-  Bui'"'1    Cuosailip   Rio  CiK\M'i    IN  COM- \    Ri.  \.     (,'ISIKK  ARCH  450  FT. 


DESIGNED  AND  1  I  KMMII -.1)  HY  M1LLIKKN  BROTHERS. 

:t44 


685  FT.  BRIDGE  CROSSING  Rio  GRANDE  IN  COSTA  RICA.     CENTRE  ARCH  450  FT. 


STEEL  WORK  DESIGNED  AND  FURNISHED  BY  MILLIKEN  BROTHERS. 

345 


Sn.>i-"K 


"  Ki  \m    IOK   SIIII-MINI.     (,'..-i\    l<i.  \   AKCII   KKIIM.I. 


Ui'KK    HI   -I'. M  H  AM)   I  I'KMSIIEI)  DY  MII.I.1KKN  BROTHERS. 

IM 


685   FT.  BRIDGE  CROSSING   Rio  GRANDK  IN  COSTA   RICA.      CKNTKK  ARCH   450  FT. 


STEEL  WORK  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

347 


DRAWINGS. 


With  each  shipment  of  goods,  where  the  owners  attend  to  the  erection,  we  make  a  specialty  of  furnish- 
ing complete  detailed  drawings  showing  the  marks  and  location  of  the  pieces,  so  that  it  is  impossible  to  make 
any  mistake  in  assembling  or  putting  together  the  members.  Also  a  complete  list  of  all  the  bolts,  rivets  and 
other  fittings.  In  order  to  intelligently  understand  the  signs  or  symbols  used  on  said  drawings,  we  refer  our 
customers  to  Plate  No.  75,  which  gives  the  symbol  for  rivets  and  a  sketch  showing  the  meaning  of  these  sym- 
bols. In  the  case  of  bolts,  rivets  and  small  pieces,  we  invariably  send  an  excess  quantity  to  provide  against 
accidental  losses  in  erection. 

\Yliere  parties  so  order  it.  we  send  a  complete  list  and  furnish  the  tools  necessary  for  erecting  purposes, 
such  as  hammers,  chisels,  rivet  forges,  and  in  many  cases,  steam  hoisting  engines. 

In  the  case  of  sheet  iron  work,  we  send  complete  plans  showing  the  marks  and  location  of  the  sheets, 
gutters,  casings,  flashing,  etc.,  and  a  full  and  complete  specification,  and  instructions  as  to  how  the  parts  are 
to  K-  constructed,  and  in  cases  where  the  owners  order  it,  we  send  the  special  tools  necessary  to  put  this  work 
up.  \Ve  always  send  a  certain  percentage  in  excess  of  the  actual  number  of  the  small  pieces  required  for 
connecting  the  sheet  metal  work,  for  the  reasons  given  above. 

In  cases  where  parties  order  it,  we  are  in  a  position  to  send  out  capable  erectors  on  all  classes  of  work, 
and  superintendents  to  take  charge  of  the  erection  of  buildings,  bridges,  etc. 


Plate  No.  75. 


ORNAMENTAL  CAST  IRON  COLUMNS  FOR  BUILDINGS. 


\Ve  furnish  ornamental  cast  iron  columns  for  buildings.  These  columns  can  be  either  round  or  square, 
with  plain  or  fluted  shafts,  and  can  be  made  with  caps  of  Corinthian,  Ionic,  Romanesque,  Gothic  or  of  plain 
moulded  design  with  bases  to  correspond.  See  Plate  No.  76.  Caps  and  bases  of  any  special  design  can  be 
made  to  order.  These  columns  can  be  made  of  sufficient  thickness  to  carry  the  weight  of  the  building  and 
thus  take  tin.-  place  of  plain  supporting  columns;  or  we  can  furnish  them  simply  as  shells,  made  in  halves, 
to  be  placed  around  the  structural  or  supporting  columns.  See  column  on  page  398  with  Corinthian  cap,  base 
and  band.  These  columns  support  the  floor  of  a  store  building  and  are  placed  in  rows,  giving  a  highly 
ornamental  effect.  The  two  columns  shown  on  page  357,  one  at  each  side  of  the  main  entrance,  are  made  of 
solid  bron/.e,  and  are  built  up  in  sections  as  shells,  encasing  the  supporting  columns.  These  bronze  columns 
give  a  very  rich  finish  to  the  front  of  the  building. 


Plate  No.  76. 


351 


ILLUMINATING  PATENT   LIGHTS  FOR  SIDEWALKS. 


On  Plate  No.  77  we  show  designs  of  different  kinds  of  Patent  Illuminating  Lights  for  sidewalks,  to 
light  basements  or  areas  underneath  same.  The  design  at  the  extreme  left  hand  side  of  plate  is  the  "  Knob 
Protected  Light,"  where  the  glass  is  protected  by  cast  iron  knobs.  This  pattern  is  very  much  used  for  ware- 
house work  or  in  front  of  shipping  entrances.  The  knobs  protect  the  glass  from  being  broken  by  heavy 
cases  or  boxes  while  being  moved  over  the  sidewalk.  The  glass  can  be  furnished  of  either  i]/£  inch  or 
3  inch  diameter ;  the  larger  size  gives  more  light,  but  it  will  not  carry  as  great  a  load  as  the  smaller 
light  on  account  of  the  cast  iron  ribs  around  the  glass  being  farther  apart. 

The  next  design  is  in  round  glass  laid  in  cement,  either  with  or  without  brass  rings.  The  rings  add  to 
the  expense  but  make  the  lights  more  durable.  These  cement  lights  are  well  adapted  for  the  front  of  office 
buildings,  stores  or  for  any  ordinary  sidewalk  traffic,  and  present  a  very  clean  and  neat  appearance.  The 
1. 1  ntre  portion  of  the  cut  represents  two  styles  of  square  light,  either  3  inch  or  4  inch  glass  which  can  be  used 
for  sidewalks,  for  skylights  in  the  roof,  for  floor  lights,  throwing  the  light  from  one  floor  down  to  the  floor 
below,  or  for  vertical  lights  in  the  sides  of  areas.  At  the  right  hand  of  cut  we  show  a  pair  of  doors  in 
the  sidewalk  made  with  a  heavy  steel  plate  and  with  1 1/2  inch  round  glass  set  in  brass  rings.  Doors 

352 


have  brass  hinges,  padlocks  and  handles,  also  bars  to  brace  them  when  open.  Cheaper  doors  for  side- 
walks can  be  made  of  cast  iron,  with  ordinary  glass  set  in  cement,  instead  of  steel  doors.  Small  doors  can  be 
lifted  by  hand  ;  doors  of  very  large  size  are  furnished  with  worm  gearing  or  quadrants  by  which  same  can  be 
lifted  from  floor  below.  Doors  are  made  absolutely  water  tight. 

On  page  355  we  show  a  photograph  of  Illuminating  Tiles,  where  the  "  Knob  Light ''  is  used  in  the 
sidewalk.  These  lights  are  in  front  of  doorways  where  heavy  goods  are  shipped.  We  also  show  steps  with 
treads  and  risers  with  illuminating  glass  throwing  the  light  down  into  the  basement.  The  slanting  doors  are 
made  of  steel  plates  with  lights  set  in  brass  rings.  The  small  door  is  of  similar  construction  and  affords 
access  to  the  boiler  room  under  the  sidewalk.  The  box  ventilator  has  a  glass  top  with  ventilators  or  louvres 
at  the  sides  for  ventilating  the  boiler  room. 

We  also  furnish  round  covers  and  frames  to  be  set  in  the  sidewalk  at  the  top  of  coal  chutes,  air  shafts 
or  for  lighting  vaults.  Covers  have  either  plain  checkered  tops  or  can  be  made  of  illuminating  glass.  \Ye 
can  also  furnish  these  covers  with  open  holes  instead  of  glass,  with  a  copper  pan  underneath  to  receive  rain 
water.  Between  the  pan  and  cover  there  is  an  open  space  for  ventilation ;  and  the  rain  water  from  the 
pan  can  be  carried  off  by  means  of  a  small  leader. 

We  also  furnish  glass  for  sidewalks  of  special  design  for  radiating  the  light  under  the  building 
itself  instead  of  the  light  being  thrown  straight  down.  These  lights  are  more  expensive  than  the  ordinary 
lights,  and  can  be  furnished  in  several  designs. 


358 


Plate  No.  77. 


354 


RKAR  OF  585-587  BROADWAY,  NEW  YORK. 


IRON    WORK     FURNISHED     AND    SET    BY     MIJ.I.IKEN    KROTHF.RS. 

355 


CAST  IRON  ORNAMENTAL  FRONT  WORK  FOR  BUILDINGS. 

On  page  357  we  show  a  photograph  of  ornamental  cast  iron  frame-work  for  show  window  of  department 
store,  which  is  18  feet  high  and  400  feet  long  with  cast  iron  ventilating  base  between  the  sidewalk  and 
bottom  of  show  window  and  with  cast  iron  ornamental  and  moulded  cornices  at  top  of  window.  These 
frames  are  well  adapted  for  large  windows  and  are  specially  designed  for  withstanding  wind  pressure. 

On  page  358  we  give  another  photograph  of  cast  iron  front  work  two  stories  high  for  a  store 
building.  The  sashes  or  windows  in  the  first  story  are  made  in  three  sections.  The  upper  section  is 
stationary,  while  the  lower  sections  are  made  to  slide  up  and  down.  The  sashes  are  counter-weighted 
with  ball-bearing  hangers  and  pulleys,  with  flexible  steel  wire  ropes  and  can  be  easily  lifted  by  one 
person.  The  counterweights  are  enclosed  in  a  box  on  the  inside  of  front.  This  style  of  store  front  is 
specially  adapted  for  the  display  of  goods  and  merchandise,  as  the  entire  front  of  the  store  is  thrown  open 
in  warm  weather,  and  in  cold  or  stormy  weather  the  sashes  can  be  pulled  down,  thus  entirely  enclosing 
the  front  of  the  store. 

\Ye  also  furnish  frames  for  single  windows  for  office  buildings  or  for  store  buildings,  either  of  cast  iron 
or  of  solid  bronze. 

On  page  355  we  show  a  photograph  of  ornamental  cast  iron  mullions  or  posts  on  front  of  building  with 
moulded  cast  iron  sills  and  transoms  separating  the  various  doors  and  windows.  These  mullions  are  also  used 
as  supporting  columns  when  necessary,  and  can  be  made  of  any  required  thickness. 

356 


SiEOKL-CoopER  STORK,  i8rn   AND   IQTH  STREETS  AND  SIXTH  AVENUE,  NI-.NV  YORK. 


IRON  WORK  FURNISHED  AND  ERECTED  BY  M1LLIKEX   BROTHERS. 

357 


lit  n  DIM.,    ioi  ii   Si  KI  i  i    \\i>  Six  i  ii   A\  i  M  i  .    Ni  w    YORK. 


IRON   \\OKK    I  I'NMMll  D    \  \  I )   I  !  V   MII.I.IKI  V    l'.l«  >  I  II  IvKS 

358 


GATES,   LAMPS  AND   FOUNTAINS. 

Gates  can  be  made  of  various  designs,  either  folding,  swinging  or  lifting.  On  Plate  No.  78  is  repre- 
sented folding  gates  which  we  have  furnished  at  the  ground  floor  entrance  of  elevators  in  an  office  building. 
These  gates  are  divided  in  the  centre  and  slide  each  way,  the  halves  being  connected  overhead  at  the 
back  of  the  transom  by  pulleys  and  an  endless  chain  so  arranged  that  when  one-half  of  the  gate  is  opened 
the  other  opens  at  the  same  time  automatically;  in  this  way  the  entire  front  of  the  elevator  car  is  thrown 
open  to  allow  free  entrance  or  exit  of  passengers.  These  gates  are  also  connected  by  an  automatic  attachment 
on  top  of  the  car  so  that  they  can  only  be  opened  when  the  car  is  opposite  the  gate.  These  gates  are 
made  of  solid  bronze  but  we  can  also  furnish  them  of  wrought  iron  or  steel  either  painted  or  electroplated  in 
imitation  of  bronze.  They  can  be  used  either  for  elevator  gates  or  for  entrance  doorways. 

On  page  355  we  show  a  photograph  of  plain  folding  gates  made  of  steel,  for  shipping  entrances 

On  Plates  Nos.  79  and  So  are  indicated  designs  of  ornamental  folding  gates  for  private  residences. 
These  gates  can  be  furnished  either  of  wrought  iron  or  of  bronze.  The  gate  shown  on  Plate  No.  So  is 
made  of  wrought  iron  with  hammered  leaf  work  of  the  highest  quality  and  finish,  equal  to  the  best 
examples  of  French  workmanship. 

On  page  372  we  show  a  sample  of  wrought  iron  stationary  grille  work  for  private  residence  which  is 

359 


finished  in  "  Verde  Antique  "  of  various  shades  of  green  in  imitation  of  old  copper,  oxidized  by  exposure 
to  tin-  weather ;  this  presents  a  very  rich  effect. 

<  )n  Plate  No.  81  we  give  designs  of  iron  lamps  which  we  have  recently  furnished  for  a  building  in 
Mexico.  These  lamps  have  beveled  plate  glass  on  six  sides  and  can  be  finished  either  for  electric  light,  g:ts 
or  oil,  and  can  be  made  of  any  size  from  2  to  S  feet  in  height ;  they  can  also  be  furnished  in  solid  bronze. 

We  also  furnish  lamp  posts  with  globes  at  the  top,  either  for  electric  light  or  gas.  as  indicated  on 
Plate  Xo.  82 

On  this  same  plate  we  give  design  of  a  fountain,  which  can  be  furnished  in  any  size  from  8  to  30  feet 
in  height,  suitable  for  private  gardens  or  for  public  parks.  These  fountains  are  made  of  cast  iron,  painted,  or 
if  required  can  be  electroplated  in  imitation  of  bronze,  or  can  be  finished  in  "  Verde  Antique"  in  imitation  of 
oxidized  copper. 


Plate  No.  78. 


,1 


361 


Plate  No.  79. 


••   '  "•' v.'  ' '  7?  .^ 

'       •     •  •    • 


362 


Plate  No.  80. 


363 


Plate  No.  81. 


364 


Plate  No.  82. 


365 


<>u\  \\IINIM     Fkox  i     Ksik\N(i-    Civil.       Ki  SIDI  si  I-,    Ni.u     VOI^K    Tin. 


WORK   DKSIi;\KI»,   FI-KMSIIKIi   ANIi   I.Uli  II  II    |:V    MM.I.IKEX    HKO'I  II  !•  U.-. 


ORNAMENTAL  FRONT  ENTRANCE  GATES.     RESIDENCE,   NEW  YORK  CITY. 


WORK  DESIGNED,  FUUNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

367 


OKNAMKNTAI    F.  N.  i    \M«  BNTKANCI  W«>KK.     MR.   K..IIKIN>>  RntDCNCK,   Ni«   V..KK  CITY 


WORK  DESIGNED.  FURNISHED  AND  ERECTED  BY   MILLIKEN   BROTHERS. 

368 


DRIVEWAY  GATES,   WINDSOR  ARCADE,  NEW  YORK  CITY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

369 


BALCONIES,  PORTICOS.  MARQUISES,  CANOPIES  AND  PORTE-COCHERES. 


I  mn  balconies  of  cither  plain  or  ornamental  design  can  be  furnished  for  the  outside  of  private  or  pub- 
lic buildings.  On  Plate  No.  83  we  show  sketch  of  a  simple  balcony  with  corrugated  iron  roof,  wrought  and 
cast  iron  posts,  wrought  iron  scroll  braces  and  cast  iron  railing.  The  iron  railing  can  be  furnished  of  any 
design  and  may  be  either  of  wrought  or  cast  iron.  See  Plates  Nos.  84,  85,  86  and  87.  The  floor  of  the 
balcony  is  shown  of  wood  supported  on  wrought  iron  brackets  bolted  through  the  wall.  The  floor  can  be 
furnished  of  cast  iron  or  of  steel  plates  if  desired. 

On  page  372  we  give  a  photograph  of  a  canopy  or  portico  enclosure  over  stone  terrace  for  private 
house.  This  portico  has  a  glass  roof  and  is  supported  on  a  wrought  iron  ornamental  framework  with  ham- 
mered leaf  ornaments.  The  cornice  and  roof  bars  supporting  the  glass  are  of  copper.  The  glass  at  the  side  of 
enclosure  is  removable  and  can  be  taken  out  in  summer  and  put  back  in  winter.  Similar  canopies  can  be 
furnished  for  entrances  to  either  private  residences,  stores  or  office  buildings,  supported  on  columns  or  brackets. 

Porte-cocheres  also  can  be  furnished  over  driveways  supported  by  columns,  with  solid  roof  covering 
instead  of  glass. 


Plate  No.  83. 


tytlttllllUliilliiiililiiliii! 


371 


NOKRIK   KIMMNCK,    15  EAST  &4Tt\STREl  i, 


(IKK. 


IKON  WORK  FrKXISIir.il   ANN   I  Kl<   I  KD  BY  MII.MKKX   BROTHKKs. 

372 


PORTE-COCHERE    AND    RAILINGS    FOR    HOTEL    MARLTON,     Wl-ST    8lH    STREET,    NEW    YORK    ClTY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY   MII.I.IKEX   BROTHERS. 

373 


M\K., HIM     \MI   SIDKM    Vi  s  i  11:1  i  K   i  "K   Tm\iki     MMIMII,    Niu    YOKK    (.'in. 


\\HHK    HI  -H,\l  li.    II   KM-III  I)   A\l>   I.KKCTEU  BY   MII.I.IKKN    HKOTHERS. 

374 


PORTE-COCHERE    FOR    THEATRE    MAJESTIC,     NEW    YORK    ClTV. 


/       r"** 

I   _— 


WORK   DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

375 


'nK  1  I  -I'm    III  Kl      liiK     IlolM      \A\\KKI,     .;S'I  M     S  I  I;  H    I      AMI    Sl\l\lll     A  V I  N  I    I  ,     X  I  \\      VokK    ClTV. 


\\MKK    DESIGNED.    II    NM-IIlll     \M>    KKKITKI)    I!V    MII.I.IKIN     II  Kc  <  I  II  I-  I;- 

376 


RAILINGS. 

We  furnish  railings  of  various  materials  and  designs,  either  of  cast  iron,  brass  or  bronze.  On  Plates 
Nos.  84,  85  and  86,  we  show  designs  of  plain  and  ornamental  railings. 

On  plate  No.  87  we  show  designs  of  wrought  iron  railings  furnished  by  us  for  a  private  house.  These 
railings  are  ornamented  with  hammered  leaf  work,  double  faced,  of  very  fine  workmanship  and  equal  to  the 
best  work  of  French  artisans.  These  railings  can  be  made  of  iron,  electroplated  in  imitation  of  bronze  or 
painted.  A  dull  black  finish  with  the  tips  of  the  leaves  gilded  gives  a  very  rich  and  beautiful  effect. 

On  Plate  No.  88  we  show  design  of  cast  iron  railing  for  stairs  executed  by  us ;  and  on  pages  386,  387 
and  388  wrought  iron  railings  for  stairs  which  are  electroplated  in  imitation  of  bronze. 

Pipe  railings  can  be  furnished  either  in  bronze,  brass  or  wrought  iron,  with  plain  or  ball  fittings,  and  if 
desired,  ornamented  with  scroll  work.  Pipes  or  tubes  from  i  inch  to  $14  inches  outside  diameter  for  either 
posts  or  rails. 


377 


Plate  No.  84. 


^  r    :» 


5    «^«oo ,=    & 


>CMKXX.  rrr     4c 

^  ^.^.-»v      -       M^ 


=  ^ 


378 


Plate  No.  85. 


279 


Plate  No.  86. 


. 


,  . 


~  I 


Plate  No.  87. 


381 


\\IINI  M    IK. IN    I-'K.INI    I"i  \<  i     \\n   M\k..HiM.      Mi;.    DMMII'-   KI-IIUM  i,    Niw    VCIKK   C'IM. 


IKON     WOKk 


.NI  l>,      II    KNI>!II  I)      \ND     IKM    III.     K\      MII.I.IKI-N     I1KOIMKRS. 

in 


STAIRCASES. 

We  furnish  iron  staircases  of  any  design,  either  of  wrought  or  cast  iron.  Circular  stairs  are  made  with 
a  center  supporting  column  and  are  from  4  feet  to  7  feet  in  diameter.  Plain  stairs  can  be  furnished  for  factory 
or  mill  buildings  with  channel  iron  strings  or  carriages,  cast  iron  or  wooden  treads,  with  bar  iron  or  pipe 
railings. 

We  furnish  stairs  of  ornamental  character  for  stores  and  office  buildings,  also  for  private  houses.  On 
Plate  No.  88  we  show  design  of  36  nights  of  stairs  which  we  have  furnished  for  a  large  store  and  loft  building 
in  New  York  City.  These  stairs  are  built  entirely  of  cast  iron  with  the  exception  of  the  treads.  The  entire 
work  is  electroplated  in  imitation  of  bronze. 

We  give  a  photograph  of  office  building  stairs  on  page  388.  These  stairs  have  cast  iron  strings 
or  carriages  with  cast  iron  risers,  newel  posts  and  fascias  or  aprons  to  cover  over  floors.  The  railings  are 
entirely  of  wrought  iron. 

On  page  386  we  give  a  photograph  of  a  staircase  of  special  construction  which  we  have  furnished  for 
an  office  building.  This  staircase  is  13  stories  in  height  and  is  constructed  without  any  horizontal  sup- 
ports at  the  platforms  or  floor  levels  ;  and  in  this  respect  this  staircase  is  unique  and  different  from  any  other 
stair  in  this  country.  The  great  weight  of  the  carriages  or  stair  strings,  with  the  railings  and  steps,  in  addition 


to  the  moving  load,  is  carried  by  the  risers,  each  of  which  acts  as  a  cantilever  and  transmits  the  load  directly 
t<>  the  wall  strings.  These  wall  strings  are  reinforced  at  various  points  to  withstand  the  unusual  strains 
imposed.  The  curves  or  ramps,  where  the  stairs  turn,  are  built  to  a  perfect  line  notwithstanding  the  great 
difficulty  of  moulding  and  casting.  We  give  a  photograph  on  page  387  of  these  same  stairs,  looking  down 
from  the  top  of  the  building,  which  gives  a  good  illustration  of  the  difficulties  encountered  in  building  them 
without  any  supports  at  floors.  These  stairs  are  electroplated  in  imitation  of  bron/e. 

A  very  ornamental  stair  railing  is  shown  on  Plate  No.  87  which  we  have  furnished  for  a  private  resi- 
dence. This  stair  is  of  wrought  iron  with  hammered  leaf  ornaments,  double  faced. 

On  page  398  we  show  a  photograph  of  staircase  which  we  have  built  for  a  store  building.  These 
stairs  extend  around  the  elevator  shaft  thus  economi/.ing  space  in  the  store  and  also  lessening  the  cost  of  the 
elevator  enclosure,  as  the  stair  railing  becomes  a  portion  of  the  enclosure.  This  design  is  economical  and  yet 
presents  an  ornamental  and  very  pleasing  effect. 

A  unique  and  decidedly  beautiful  staircase  is  shown  on  Page  393.  This  stair,  on  account  of  the  curved 
ramps,  etc.,  is  one  of  the  most  difficult  to  build,  requiring  careful  fitting  by  expert  mechanics.  \Ye  have  a 
special  corps  of  expert  designers  to  detail  each  scroll,  ornament,  etc.,  to  actual  full  sixe  as  fast  as  the  work 
progresses  in  the  shops. 


Plate  No.  88. 


385 


( >i  i  K  f    Hi  ii  i>iM.,   85   LIIIKKM    Si  KIII,    Xiw    YORK. 


IRON  \\OKK   Fl  UMSHI  I)  AND  ERECTED  BY  MILLIKEN   BROTHERS. 

386 


BOURNE  OFFICE  BUILDING,   85   LIBERTY   STREET,   NEW   YORK. 


IRON  WORK  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

387 


DUN  BUILDING,  RKADE  STREKT  AND  BROADWAY,  Ni-w    YORK. 


r 


IKON   WORK  FURNISHED  AND  ERECTED  BY  MH.UKEN   HKOI 

388 


STAIRS  FOR  DAYSIDE  NURSERY,   NEW  YORK  CITY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  M1LLIKEN  BROTHERS. 

3S9 


ink 


I)IIK\II  HIKV,    ijisi    Sikiii     VXD  A\i>  i  i  KI>  \.M    A\  IM  i  ,    NKW   VDKK  CITV. 


\\nKK    I>KSIi;\i:i>.    I  I   l(\l>lll.l>  AND  KKIXII.H   I:V    MII.UKKN    BHOTHKKS. 

390 


GRAND  UNION  HOTEL  ANNEX,  42ND  STREF.T,   NKW  YORK  CITY. 


WORK  DESIGNED.  FURNISHED  AND  ERECTED  BY  MILLIKEN   BROTHERS. 

391 


O.MMIK.  i  u.    Hi  iiniN-.,    MMMLOMIKN    SIKHI,    JIKMV    ClTY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY   MII.I.I  KKX   I!K( )  I  II I  I(S. 

392 


CIRCULAR  STAIRS,   YALE  CLUB,   WEST  44TH  STREET,   NEW   YORK  Cn 


\VORK   DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

393 


ENCLOSURES  FOR  ELEVATOR  SHAFTS. 


Owing  to  the  large  increase  of  elevators  in  recent  years,  especially  for  office  buildings,  in  both  this 
country  and  abroad,  the  method  of  enclosing  the  elevator  shafts  so  as  to  prevent  accident  has  been  a  mat- 
ter of  increasing  stud}',  both  as  to  construction  and  ornamentation.  We  have  furnished  many  enclosures 
of  wrought  and  cast  iron,  also  of  bronze. 

On  Plate  No.  89  we  show  a  design  of  enclosure  for  two  elevators  which  we  have  furnished  for  a 
store  building.  The  gate  is  in  the  center  of  shaft  and  is  made  in  two  parts,  each  half  of  the  gate  slid- 
ing automatically  by  means  of  chains  and  overhead  pulleys.  When  one-half  of  the  gate  is  opened  the 
other  half  slides  of  its  own  accord.  The  base  of  the  enclosure,  up  to  a  height  of  3  feet,  is  built  of  cast 
iron.  The  giille  work  above  is  of  wrought  iron  of  a  close  design  surmounted  by  an  ornamental  cast  iron 
transom.  The  upper  portion  of  the  enclosure  between  the  transom  and  ceiling,  is  filled  with  open  grille 
work  sufficiently  strong  to  prevent  anyone  from  falling  out  of  the  car. 

\Vu  show  a  similar  design  on  Plate  No.  90,  excepting  that  the  gate  is  smaller,  and  only  one-half  of  the 
front  slides  while  the  other  half  remains  stationary. 

We  show  a  photograph  on  page  398  of  an  elevator  enclosure  in  connection  with  a  staircase  for  a 
store  building,  which  is  economical  in  cost  as  well  as  ornamental. 

894 


The  elevator  enclosure  shown  on  page  404  is  constructed  with  a  cast  iron  framework,  and  the  openings 
are  filled  with  wrought  iron  grilles  and  frames  backed  up  with  ground  glass,  preventing  any  noise  or  draught 
from  the  shaft.  The  iron  work  of  this  enclosure  is  all  electroplated  in  imitation  of  bronze,  with  all  the  high 
flat  surfaces  polished. 

The  enclosure  shown  on  page  399  is  built,  entirely  of  solid  bronze  with  automatic  folding  gates.  This 
enclosure,  as  to  design  and  finish  and  the  large  amount  of  bronze  used  in  its  construction,  is  one  of  the  finest 
ever  made. 

We  also  give  a  photograph  of  a  counter  screen  for  business  offices,  on  page  404.  This  is  built  en- 
tirely of  solid  bronze  with  small  wickets  or  gates  suitable  for  banking  offices,  with  a  glass  shelf  projecting  on 
the  outside  supported  on  bronze  brackets.  This  counter  screen  can  be  furnished  either  of  bronze,  cast  or 
wrought  iron  painted,  or  of  wrought  iron  electroplated  in  imitation  of  bronze. 


395 


Plate  No.  89. 


396 


Plate  No.  90. 


397 


MoRtiKNTHAU     Bt'll.lMV.,      IQTII     S'lKKH      AND    SlXTII     A\KM1,     X  I  \\      VoKK. 


IRON  WORK  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

398 


DUN  BUILDING,   READE  STREET  AND  BROADWAY,   NEW  YORK. 


BRONZE    WORK     FURNISHED     AND    ERECTED    BY    MILLIKEN    BROTHERS. 

399 


Ak.M'i.    Fniii   AM-M-I,   47111    HI  4*111   SIKHI-.    Niw   YUKK   ClTV. 


\\OKK 


FUKNISHKI)   AMI   KKI.l    IKH    1!V    M1I.I.IKI.N    HK(  H  II  KKS. 

400 


ELEVATOR  ENCLOSURE,   MORNINGSIDE  DORMITORY,   NEW  YORK  CITY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN   BROTHERS 

401 


Hi  t\  \II-K    I-'N.  MI-I  Kt  .    I'.IMMI  ki  i  u.    Biiim.Nc;,   JKR^KV   C'm. 


WORK  DKSIi.M.D.   rrUMSHKD  AND  ERECTED  BY   MII.MKKN    HROTlll  KS 


ELEVATOR  ENCLOSURE  WORK  FOR  BROWN  APARTMENT  HOUSE,   NEW  YORK  CITY. 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN   BROTHERS. 

403 


DUN   BUII.DINC,    RK.  MM    SIKMI     \M>   I!KOM>WAV,   NKW  YORK. 


BROX/I      \\MKK     KCKMMIKI)     \M)    IKK    I  HI    IIV    MII.I.IKKN    IIKOTHERS. 

404 


ORNAMENTAL  SHEET  METAL  WORK. 


Sheet  metal  work  of  an  ornamental  character  has  come  into  general  use  in  recent  years,  to  take  the 
place  of  stone  or  iron,  for  cornices,  balustrades,  consoles,  panels,  fascias,  mouldings  and  work  generally  of  this 
nature.  This  work  can  be  furnished  at  a  low  cost  and  presents  a  fine  architectural  appearance. 

We  show  on  Plate  No.  o/T'cornices,  columns  and  balustrades,  which  are  all  of  the  purest  classic  style. 
The  top  story  of  the  building,  around  which  the  columns  are  placed,  is  used  as  a  summer  roof  garden  and  is 
entirely  open  at  the  sides  but  roofed  over.  In  cold  weather  removable  glass  partitions  are  placed  behind  the 
columns  and  balustrades,  enclosing  the  sides.  Total  height  of  this  work  is  18  feet,  and  it  is  made  entirely 
of  sheet  copper  supported  on  iron  framework. 

We  can  also  furnish  material  of  this  character  of  galvanized  iron  with  zinc  ornaments  in  place  of 
copper.  We  can  furnish  cornices  of  any  size  and  of  any  thickness,  from  No.  16  to  No.  28  guage,  as  may  be 
required. 

On  Plate  No.  92  is  shown  elevation  and  section  of  a  cornice  which  we  have  furnished  for  a  large  store 
building  in  a  foreign  country.  This  cornice  is  10  feet  high  and  is  made  entirely  of  sheet  copper,  excepting 
the  inside  panels  of  the  fascia,  which  are  filled  with  marble  slabs. 

We  also  furnish  sheet  copper  or  galvanized  iron  ornamental  ridging  for  roofs,  hammered  metal 
ceilings,  casings  and  pediments  for  outside  of  windows,  covering  for  bay  windows,  and  if  desired  the  entire 
front  of  building  can  be  made  of  sheet  metal  with  any  required  amount  of  ornaments. 

405 


Plate  No.  91. 


406 


Plate  No.  92. 


407 


\VIMHIU-, 


Nii,    \Vi~i    ;.;KI>  STKMI,    N  i  \\    VOKK   I'IIN 


WORK  DESH-.NF.n,  FfRMSIIED  AND  ERECTED  BY   MILUKEX   BROT1IKRS. 

1M 


FIRE  PROOF   DOORS. 


We  furnish  doors  of  sheet  iron,  with  or  without  frames,  or  of  wood  covered  with  tin,  galvanized  iron 
or  copper;  plain  or  paneled,  of  any  desired  size.  See  Plate  No.  93.  These  doors  can  be  furnished  with 
over-head  tracks,  fire  fuses  and  complete  self-closing  attachments  so  that  in  case  of  fire  the  fuse  will  burn  and 
the  doors  will  close  automatically  by  their  own  weight,  the  tracks  being  placed  on  a  slight  incline.  These  doors 
are  very  serviceable  for  factory  buildings  and  for  doorways  between  buildings.  When  the  doors  connect  two 
buildings,  the  sills  are  placed  3  inches  above  the  floor  so  as  to  prevent  the  water  going  from  one  building  to 
the  other,  thus  causing  damage. 

We  also  furnish  Safe  Doors,  single  or  double,  plain  or  ornamental,  with  or  without  combination 
locks.  On  the  above  Plate  we  show  an  elevation  and  plan  of  a  safe  door,  the  inner  door  being  made  in 
two  folds  and  the  outer  door  in  one  fold,  hung  on  a  cast  iron  frame.  These  can  be  furnished  of  any  width  or 
height  desired,  and  the  face  of  the  outer  door  and  frame  can  be  moulded,  decorated  and  painted. 


409 


Plate  No.  93. 


410 


METAL  WINDOW    SASHES  AND    FRAMES. 


Windows  and  frames  made  of  metal  have  largely  superseded  wood  windows  for  use  in  factories,  office 
buildings,  warehouses,  etc.,  where  high  fire-proof  qualities  are  desired.  The  windows  can  be  gla/ed  with 
plate  glass  or  wire  glass  (that  is,  glass  fused  over  a  wire  mesh  fibre)  in  which  case  they  afford  practical 
fire-proof  protection.  Metal  windows  can  be  made  either  of  wrought  or  cast  iron  construction  or  formed 
of  galvanized  sheet  iron  similar  in  appearance  to  wood  sash.  The  sheet  metal  windows  are  preferable 
in  cases  where  it  is  desired  to  have  the  sash  double  hung,  i.e.,  vertical  sliding  in  pairs  with  counterbalanced 
weights.  We  have  a  special  type  of  double  hung  sheet  metal  window  largely  used  in  office  buildings 
which  permits  the  sash  to  pivot  in  addition  to  the  vertical  sliding  motion,  thereby  enabling  the  windows 
to  be  easily  cleaned  from  the  inside.  Cast  or  wrought  iron  construction  affords,  of  course,  the  most 
durable  form  of  window  and  these  are  furnished  either  stationary  or  with  pivots  or  hinged  sash.  We  have 
equipped  a  number  of  large  power  houses  and  factories  with  these  windows  both  of  cast  and  of  wrought 
iron  and  they  give  entire  satisfaction.  The  sashes  are  usually  hinged  and  pivoted  in  small  sections  and 
the  opening  and  closing  may  be  regulated  by  a  lever  arm  and  gearing  on  the  inside  of  each  window. 
This  operating  device  can  also  be  arranged  so  that  the  windows  can  be  opened  in  sets  as  may  be  desired. 

Glass  can  be  furnished  either  clear,  ribbed  or  wired.  Ribbed  glass  is  usually  supplied  3/l6  inch  or 
y±  inch  (4.8  m.m.  or  6.4  m.m.)  thick.  Clear  glass  of  double  thick  American  quality  about  5/32  inch  (4  m.m.) 
thick.  Wire  glass  %  inch  or  5/i6  inch  (6.4  m.m.  or  8  m.m.)  thick.  The  photographs  on  pages  412  and 
413  illustrate  some  cast  iron  sash  in  use. 


411 


IkON     \YlM>«>U>,      "  \V\TKKM  [>K  "     I'u\\  I  k     SlAMON,     NTKW     YoKk     C'll\. 


WORK  DKSK;.\KI),  FURNISHED  AND  KRECTED  BY  KTUJKEN  ISKOTIIKRS. 


IRON  WINDOWS,    "  WATERSIDE"   Pmvi.R   STATION,   NKW   YORK   Crrv. 


}         ?.i  • 

* 

vmR 


j 


\VORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MILLIKEN  BROTHERS. 

413  . 


I.v  addition  to  work  described  and  shown  on  the  preceding  pages,  we  furnish  other  material,  a  partial 
list  of  which  is     ivcn  below: 


CHIMNKY  C\rs.  cither  of  cast  iron  or  steel  ;  plain  or  ornamental. 

ELEVATORS,  either  passenger  or  freight,  with  cars,  guides,  ropes  and  machinery  for  same,  either  for 
hytuaulic  or  electric  power.  Hand  power  elevators  for  sidewalks  ;  also  dumb  waiters. 

FIRE  ESCAPES  of  wrought  iron,  plain  or  ornamental,  for  store  or  factory  buildings. 

FLAG  POLES  of  steel  or  wood  with  halliards  and  fittings  complete,  including  gilded  balls  and  braces. 

GATES.  Automatic  wooden  safety  gates  for  front  of  freight  elevators,  counter-balanced,  self-closing 
and  operated  automatically  by  car. 

GEARING    \\i>  OPENING  DEVICES  for  iron  or  wooden  sashes  or  transoms. 

GRATINGS  of  cast  or  wrought  iron  for  sidewalks  and  areas  ;  also  steel  bar  or  wire  gratings  for  top  of 
elevator  shafts  to  prevent  machinery  from  falling  down  the  shaft. 

GI'ARDS,  either  ornamental  or  plain,  of  iron,  brass  or  bronze,  for  windows  and  doors. 

MARHI.E  TREADS  AND  PLATFORMS  for  staircases,  either  of  white  Italian,  grey  or  white  American. 

SLATE  TREADS  AND  PLATFORMS  for  staircases,  either  black,  purple  or  green. 

SHUTTERS  for  outside  of  windows,  specially  adapted  for  fire  protection;  can  be  made  either  of  sheet  iron, 
with  or  without  iron  frames,  or  can  be  furnished  of  wood  covered  with  tin. 

Snt'TTEK   EYES  for  building  into  walls  to  support  shutters;  can  be  either  painted  or  galvanized 

414 


SADDLES  OR  SILLS  of  cast  iron,  brass  or  bronze,  for  entrance  doors  or  elevator  doors. 

SNOW  GUARDS  for  pitched  roofs. 

WHEEL  GUARDS  AND  FENDERS  for  protection  of  driveway  entrances,  either  solid  cast  iron  or  of  wrought 
iron  bars.  Also  cast  iron  plain  or  ornamental  fenders  or  bases,  6  inches  to  5  feet  in  height,  for  protection  of 
interior  columns. 

WiRE  GUARDS  with  frames,  either  painted  or  galvanized. 

WOODEN  SASH  AND  FRAMES  for  windows,  including  cords,  pulleys,  weights  and  glass ;  also  wooden 
doors  and  frames,  with  hardware  for  same. 

WOODEN  HANDRAILS  for  staircase  railings,  either  of  oak,  ash  or  mahogany. 


415 


ORNAMENTAL  FIRE  KM  \IM>,    BROOKS  Bun  HIM.,   Xi«    Y<>KK  Cm. 


l\    \ 


ill    !• 


WORK  DESIGNED,  FURNISHED  AND  ERECTED  BY  MII.I.IKEN    IIRIH  II  I- U*. 

416 


CABLE  CODE. 

In  attempting  to  get  up  a  telegraphic  cable  code  it  is  quite  evident  that  it  is  impossible  to  make  such  a 
code  as  to  allow  people  to  order  entire  buildings  or  any  and  every  class  of  material  which  we  furnish  that 
enters  into  buildings.  We  have  therefore  endeavored  in  the  following  pages  to  give  simple  requests  for  prices, 
information,  and  answers  thereto,  and  also  code  words  representing  certain  classes  of  raw  material. 

It  is  therefore  understood  that  this  code  is  only  partially  complete  and  is  intended  to  be  used  in 
connection  with  Lieber's  Standard  Code  or  any  of  the  codes  given  on  cover  of  this  catalogue. 

Parties  desiring  estimates  on  complete  iron  structures  will  therefore  be  obliged  to  send  in  drawings  and 
specifications,  or  send  us  such  information  as  will  enable  us  to  make  up  drawings  and  specifications  from  which 
to  make  estimates  on  the  work  in  question.  At  all  times,  however,  we  should  be  very  pleased  to  use  this  code 
as  far  as  possible  in  order  to  save  time,  and  we  expect  from  time  to  time  to  increase  this  code  so  as  to  cover  as 
large  a  class  of  information  as  it  is  possible  to  cover  in  a  work  of  this  nature. 

It  will  be  noted  that  we  have  divided  the  code  under  headings.  First,  phrases  embodying  information 
that  customers  desire  us  to  furnish  them  with,  and  immediately  following  that  are  phrases  in  answer  to  these 
questions.  We  believe  that  this  method  will  help  our  customers  in  finding  the  correct  phrases  that  they  wish 
to  use  in  cabling. 


417 


INDEX   TO    CABLE    CODE. 


Acceptance  of  quotations 

Jes  ..................... 

:is 

Bulb  Angles 
Changing,  Suspending  and  Canceling  Orders.. 


PAGE. 

4*° 
4*4 

4«S.  426 
4*6 
422 

Channels  ........................................  4*7,  4*8 

Deck  Beams  .............................  4*7 

Flats  and  Bars  ...................  '  ........   4*6,  4*9.  43° 

Inquiries  for  Prices  and  Answers  ..................  4"  9 

Length  in  feet  ..................................  43'.  43* 

Length  in  inches  .................................  43*>  433 

Length  in  metres  ................................  433 

Length  in  decimal  parts  of  a  metre  ................  434 


Marking,  Freight  and  Shipping  Instructions 

Miscellaneous 

Ph«i-nix  Columns   

Prices  per  pound  in  cents 436, 

Round  and  Square  Bars 

Sheet  Iron 

Shipments 

Tees    

Terms  of  payment 

Thickness  of  Metal 

Weights  in  pounds 

Weights  in  kilograms 


PAGE. 
421 

4*3 
4*7 

437,  43« 

43°.  43' 

4*3 

4*i.  4** 
4*9 
420 

434 
435 

435 


REVERSE   INDEX. 


Code  Words  beginning  with  A 


4*4 

B 4*5.  4*6 

C 4*7,  4*8 

D 4*7 

E    434 

I"         43',  43* 

G 4*7 

H 435 

1 43*,  433 


Code  Words  beginning  with  L  ..............  419,  420, 

"  "  "     M  ................... 

"  "  "     N 

"  "  "     O 

"  "  "     P. 

"  "      R&  S   ........ 


436, 


W. 


421,  422 

433,  434 
4*3 
4*3 

437,  438 

43°,  43' 
4*9 

4*9.  43° 


418 


1. — Inquiries  for  Prices,  Deliveries,  etc. 


Code  Word. 
Labor 

Lace 
Lack 

Laconical 
Laconism 

Lactine 
Lading 

Ladle 

Lady 

Laird 

Lamb 

Lame 

Laminate 
Lamp 


Telegraph    lowest    net   price    f.  o.  b.    cars    or 

vessel  N.  Y.  Harbor. 
Telegraph  lowest  net  price  and  earliest  time  of 

deli  very  f.  o.  b.  cars  or  vessel  N.  Y.  Harbor. 
At     what     price      will      you      furnish     from 

stock 

Can  you  reduce  your  price  of— 

Can   you   supply   additional  material  at  same 

price? 
At     what    price    will    you    supply    additional 

material? 
When  could  you  deliver  f .  o.  b.  cars  or  vessel 

N.  Y.  Harbor? 

Can  you  make  earlier  delivery? 
Delivery  must  be  made  promptly. 
Delivery  may  be  made  at  yoiir  convenience. 
How  long  will  you  hold  price  open? 
We  cannot  allow  you  to  enter  order  unless  you 

will  ship  by 

We  cannot  allow  you  to  enter  order  unless  you 

will  reduce  your  price.     We  will  give  you 

until —    —  to  ship. 


Code  Word. 
Landau 

Landloper 

Landrcl 

Languor 

Lap 

Lapel 

Larboard 

Larch 

Large 

Lariat 

Larrup 

Lastly 
Lately 
Latent 

Latin 

Latitude 
Latrant 


ANSWERS  TO  No.  I. 

Our  lowest  price  f.  o.  b.  cars  or  vessel  N.  Y. 
Harbor  is— 

In  accordance  with  your  letter  of— 

In  accordance  with  your  telegram  of— 

We  can  deliver  complete  in — 

We  can  furnish  complete  from  stock. 

We  cannot  furnish  from  stock. 

We  cannot  reduce  our  price  of — 

We  will  reduce  our  price — 

We  cannot  make  better  delivery. 

We  cannot  make  estimate  from  information 
sent. 

We  will  supply  additional  material  at  same 
price. 

We  will  supply  additional  material  at — 

We  cannot  supply  the  material  you  ask  for. 

We  do  not  make  the  sizes  you  ask  for.  Can 
furnish — 

Cannot  hold  price  open.  Must  accept  immedi- 
ately by  wire. 

Will  hold  price  open  for — • — 

Our  lowest  price  f.  o.  b.  vessel  N.  Y.,  or  other 
port  at  our  option  with  freight  and  marine 
insurance  prepaid  by  us  to—  —is — 


419 


2.— Acceptance  of  our  Quotations,  etc. 


Code  Word. 
Laura 

Levttr 

l.aissuit 

ify 

Leak 

Leanly 

Leaf 

/.ti>  ruing 

/.<  a  sing 
I. ,  tiring 
l.iction 

in/ 
Lett 
Legal 

Legality 


We  accept  your  quotation  of 

We  cannot  accept  your  quotation  of— 

l 'an  accept  your  quotation,  if  you  will  deliver 

in 

Time  of  delivery  is  satisfactory,  but  prices  are 

ton  high. 
Prices  are  too  high.     Can  offer  you  — 


ANSWERS  TO  No.  2. 

Wo  accept  your  order  on  the  terms  stated. 
\\Y   cannot   accept   your  order  on   the  terms 

stated. 

\\\  accept  your  offer  of 

We  cannot  accept  your  offer  of 

We  cannot  execute  your  order  until    further 

details  are  received. 


Code  Word. 
Legation 
Lemon 
Lesion 

Lethal 
Let/lean 

/  ,  :-eler 

Lever 

Levity 

Lexical 

Liable 

Liability 

Liar 


3.— Terms  of  Payment,  etc. 


What  terms  of  payment  will  you  accept  ? 

Will  arrange  satisfactory  terms  of  payment. 

Net  cash  on  delivery  of  shipping  papers  in 
New  York  City. 

Arrange  bankers'  credit  or  letter  of  credit  on 
New  York. 

Advise  us  name  of  your  agents  here  who  will 
make  payments. 

Must  have  payments  arranged  before  we  exe- 
cute your  order. 

Your  terms  of  payment  are  satisfactory. 

Your  terms  of  payment  are  not  satisfactory. 


4.— 

Code  Word. 
Libel 
Lib  clous 
Liberal 
Liberalism 
Libertine 
Liberty 

Libratory 


Licentious 

Lichen 
Lickerish 
Licorice 
Lictor 

Lifeboat 

Lighter 

Lignite 

Likelihood 
Likewise 


Marking,  Freight  and  Shipping 
Instructions. 

Send  immediately  full  marks  for  material. 
Send  immediately  full  shipping-  instructions. 
Send  us  name  of  your  shipping  agents. 
How  shall  we  ship  ? 

Are  shipping  instructions  we  have  correct  ? 
Send   immediately    full    marks   and    shipping 

instructions. 
Wire  us  immediately  full  marks  and  shipping 

instructions.     Must   have   them    to    make 

shipment. 

ANSWERS  TO  No.  4. 

Mark  material  as  follows. 
Ship  material  as  follows. 
Our  shipping  agents  are — 
Shipping     instructions     will 

by- 

Shipping  instructions  will  be  given  you  later. 
Shipping  instructions  you  have  are  correct. 
Mark    the    goods   as   follows —    — ,    and    ship 

them  via 


be     given     you 


5.— 

Code  Word. 
Liking 
Lily 
Limb 
Lime 
Limitable 
Limpsey 
Linden 


Link 

Linger 

Lingual 

Linguist 

Lining 

Linnet 

Linseed 

Linstock 

Lion 

Lithe 

Litigant 


Inquiries  about  Shipments  of 
Orders. 

Have  you  shipped  order 

When  will  you  ship  order 

When  will  you  ship  balance  of  order  ? 
When  will  you  make  next  shipment  ? 
Can  you  ship  order  from  stock  ? 


ANSWERS  TO  No.  5. 

We  have  shipped  order  complete. 
We  shipped  order  complete   - 
We  will  ship  order  complete — 
We  will  ship  balance  of  order — 
We  will  make  next  shipment- 


Cannot  say  when  we  can  make  shipment 

Cannot  ship  order  from  stock. 

Can  ship  order  from  stock. 

Can  ship  from  stock  in  following  sizes. 


421 


6.— Shipments  delayed— Pieces  Lost. 

Code  Word. 
Litigate 
Lilians 
Lively 


Code  Word. 


Living 
Lizard 

Li'iiitstonc 

Local 
i  -at 

,'i't/ 
Loiterer 


I  on^itndc 


Shipment  of  -  not  received. 

What  has  delayed  shipment  of— 

Trace  last  shipment. 

Shipment  of  -  lost.     Please  duplicate. 


—  pieces  lost  on  shipment  of 
Please  duplicate  pieces  marked 


ANSWERS  TO  No.  6. 

We  will  trace  shipment  — 
We    do    not    know    what 
ment  — 


Loom 


Loosely 
>hlf 


has    delayed   ship- 


will  duplicate  shipment  immediately. 

will  duplicate  lost  pieces  immediately. 
W*.-  cannot  duplicate  lost  pieces. 
Send    marks   of   lost  pieces  and   date  of  ship- 

ment. 


-Changing,  Suspending  and  Can- 
celing Orders. 

Can  we  make  change  in  order  ? 
Can  we  change  size(s)  of  material  ? 
Change  necessary  in  order. 


Lowermost 
Loyal 

Lubricous 

Lucifer 

Lucky 

Luff 

Luggage 


Lull 


Lunacy 
I. ii  nation 

Lunch 

Lung 

Lure 

Lusory 

Lye  cut> 

Lye 

Lynx 

Lvrical 


Change  necessary  in  size  of  building. 
Order  entirely  changed.     Suspend  all  work. 
Order    slightly    changed.     Await   further    in- 
formation. 

Suspend  all  work  on  order. 
Suspend  work  until  new  details  are  received. 

Cancel  order  of — 

Continue  work  on  order. 
Change  will  not  be  made. 


ANSWERS  TO  No.  7. 

We  cannot  make  change  in  order. 

We  can  make  change  in  order. 

We  cannot   make  change   without  additional 

expense. 

We  can  make  change  without  expense. 
Material  cut.     Too  late  to  make  change. 
Have  suspended  work  on  order. 
Have  suspended  work  awaiting  new  details. 
Have  canceled  order. 
Cannot  cancel  order. 
Have  continued  work  on  order. 


8. — Names  of  Articles,  Phrases,  etc. 


Code  Word. 
Nadir 
Naivete 
Naked 
Natant 
Naval 
Navy 
Nazaritc 
Neap 
Necessary 
Nectarial 
Needful 
Negotiable 
Negus 
Neither 
Nephew 
Neuter 
Newfangled 
Newspaper 
Nighness 
Nightly 


Bronze  work  electroplated. 

Bronze  work  solid. 

"Knocked  down"  for  shipment. 

Milliken  Patent  floor  construction. 

Ornamental  iron  work. 

Painted  one  shop  coat. 

Riveted  steel  girders. 

Riveted  steel  trusses. 

Rolling  steel  shutters. 

Sheet  iron  No.  10. 

Sheet  iron  No.  12. 

Sheet  iron  No.  14. 

Sheet  iron  No.  16. 

Sheet  iron  No.  18. 

Sheet  iron  No.  20. 

Sheet  iron  No.  22. 

Sheet  iron  No.  24. 

Sheet  iron  No.  26. 

Sheet  iron  No.  28. 

Corrugations  i  %  inches  wide. 


Code  Word. 
Nitrate 
Nocuous 
Noggin 
Nomad 
Xoiielcct 
Nothing 
Not  hurt 
Notional 
Novel 
Numerous 
Nun 
Nut 
Nutria 
Nymph 
Oak 
Oar 
Oats 
Oblige 
Obsequious 
Obtainable 


Corrugations  2}4  inches  wide. 
Corrugations  3  inches  wide. 
Corrugations  5  inches  wide. 
Galvanized — not  painted. 
Galvanized  and  painted. 
Black — not  painted. 
Black  and  painted. 
Smoke  stack  self  supporting. 
Smoke  stack  guyed. 
Structural  steel  work. 


423 


Steel  Angles. 


Code  Word. 

Aback 

AbatHS 

Abaft 

Abating 
.  I  bate  men  t 
Abbcttor 
Abolish 
Abin-e 
A  breast 
Absence 
Abundant 
Abuse 

EQUAL  LEGS. 

Size  in  inches. 
6x6           

Size  in  millimetres. 
152.39  x  152.39 
i  26  99  x  i  26  99 

Code  Word. 

Adjacent 
Adjoin 
A  if  jut  or 
.  I  dmissible 
Adobclt 
Adopt 
.  I  i/oft  'ion- 
.  I  iii-aiic  e 
.  \di-antage 

Affix 

UNEQUAL  LEGS. 
Size  in  inches. 

7   X   1  1A 

Size  in  millimetre*. 
177.79  x     88  89 
152.39  x  101.59 
152.39  x    88.89 
1  26.  99  x    88.89 
126.99  x    76.  19 
101.59  x    76.  19 
88.89  x    76-  '9 
88.89  x    63.49 
76.  19  x    63.49 
76.  19  x    50.79 
63.49  x    50.79 
50.79X    38.09 

6x4 

A  5           
4x  a 

101.59  x  101.59 
88.89  x    88.89 

6  x  3#      
5  x  3^4      

\  V^  x  i  ^A 

76  lox     76  10 

c  x  \ 

3  x  3            

2  14    X   21A 

67.  4O  X      6  T   JO 

4x3            .          .      . 

8  1^  3C  9m 

S7.  14  X       S7.  14 

31A    X    7. 

CO   7O   X       CO   7O 

3/4  x  2^4 

*A    J4   X       -1.1   44 

i'/4  x  i  '/4 

18.00  x    ^8.00 

3x2                      

I  ^   X   I  \£ 

11.  74  X      1  1.  74 

2^    X    2                  

'  74   *•   l  /4        
I    X    I 

2S.4      X      2S.4 

2  x  i  J4 

See  table  for  thickness  farther  on. 


Code  Word. 
Baby 
Bacon 
Bad 
Baggage 
Bagnio  I 
Bailable 
Bailee 
Bailing 
Bake  man 
Bald 
Baldrick 
Ball 
Ballister 
Ballooning 
Ballotry 
Bamboo 
B  ambus  t 
Banana 
Bandogcrt 
Bandoling 
Bang 
Bankable 
Bankbook 

Depth 
in 
inches. 

24  .  .  . 

Weight  per 
foot 
in  pounds. 

.  .  .   100        .  .  .  . 

Depth  in 
milli- 
metres. 

.  .    609.58    . 
.      609.58    . 
.  .    609.58    . 
.  .    609.58    . 
.  .    609.58    . 

C.O7.qq 

Steel  I 

Weight  per 
metre  in 
kilograms. 

....   148.82 
,    141.38 
J33-93 
....   126.49 

119-05 
....   148.82 
141.38 

•'•••   133-93 
....   126.49 
....   119.05 
....   1  1  1.  61 

....   104.  17 
....     96.73 
....   104.17 
96.73 
....     89.29 
81.85 
....   148.82 
141.38 

T33-93 
....   126.49 
..  119.05 
1  1  1.61 

Beams. 

Code  Word. 
Bans 
Barberied 
Barefaced 
Barge 
Bark 
Barley 
Barleybarn 
Barmy 
Barn 
Barouclic 
Barrel 
Barren 
Basesel 
Bassoon 
Bastiled 
Bateau 
Bayou 
Beautijier 
Became 
Because 
Bed 
Bcdasser 
Bedfellow 

Depth 
in 
inches. 

15   .  .  . 
I  r 

Weight  per 
foot 
in  pounds. 

.  .  .      70        
6s 

Depth  in 
milli- 
metres. 

•    380.99    . 
.  .    380.99    . 
.  .    380.99 
•  •    380.99 
.    ^80.  qq    . 

Weight  per 
metre  in 
kilograms. 

....   104.17 
96.73 
....      89.29 
....      81.85 
74.41 

24. 

CK 

24. 

OO 

I5       .. 
I  c 

...      60        

c  c; 

24  .  . 

8S 

24   .  . 

...     80       

I  C 

=10 

20 

.    IOO 

15  .  .  . 
'5     •  • 

I  2 

AC 

?8c.  qo 

....    66.96 
....    62.50 
....    81.85 
—    74.41 
....    66.96 
....    59.52 
....    52.08 
46.87 

59-52 
....    52.08 
44.64 

"?7.  2O 

20  . 

OS 

•        507.99     . 
•  •     507-99     • 

••    5°7-99   - 
•    507-99    • 
•  •    5°7-99   • 
•    507-99 
•    507-99 

A  C7.  I  Q 

...      40         

C  C. 

•  •    380.99    . 
304-79    • 
•    304.79    • 
•  •    304-79    • 

2QJ.    7Q 

20 

OO 

20 

8e 

I  2 

CQ 

20  .  .  . 

...     80 

I  2 

4^ 

20 

7  <; 

I  2 

4O 

20 

70 

12    .  .  . 
12    .  .  . 
10    .  .  . 
IO    .  .  . 
TO    .  .  . 

.  ..     35 
...     31.5    .... 
.  .  .     40       

-  --     35       ••••• 

•50 

•  304-79   • 
304-79 
•  •    253-99    • 
253-99    • 
•      253-99 

2  C,  7.  QQ 

20      .  . 

65 

18 

7O 

18 

6c 

457-19 
457-19 

jc  7    i  Q 

18 

...     60 

18 

re 

IO    .  .  . 
Q    . 

...    25     ...  . 

?< 

I  C 

IOO 

380.99  . 
.  .  380.99  . 
..  380.99  . 
380.99  - 
380.99  . 

.     180.  qq    . 

228.  E;Q 

q2.o8 

I  C     . 

qc 

q 

"*o 

..  228.59  • 
..  228.59  • 

.  .    228.  59    . 
.      203.19    . 

2O3.  IQ     . 

....  44.64 
37.20 
....  31.25 

37-94 

34.22 

I  c 

OO 

2  ^ 

I  C 

8s 

q   . 

21 

I  C 

...     80       .  .  .  . 

8   .  .  . 
8  . 

.  ..    25.5  .... 

2T, 

i  >;  . 

7S 

425 


Steel   I    Beams — Continued. 


1  )epth 

Weight  per 

1  ii-pth  in 

Weight  per 

Depth 

Weight  per 

Depth  in 

Weight  per 

in 

foot 

milli- 

metre in 

in 

foot 

milli- 

metre in 

(.'•ulc  Word. 

inches. 

in  pounds. 

metres. 

kilograms. 

Code  Word 

inches. 

in  pounds. 

metres. 

kilograms. 

In  i/l  ill 

8  .  . 

...      20.5    .... 

.    203.19 

30-5° 

Behalf 

5  •  • 

'2.25  

.    126.99 

18.23 

l>c<hit 

8 

18 

203.19 

26.78 

liclhanger 

5  •• 

....       9.75 

126.99 

US! 

•»•  3  ' 

Bedt 

7 

20            .  . 

I  77.  7O 

20.76 

In'// 

4 

.  .  .  .     10.  5   .  . 

101.  59 

15.62 

7 

17.  S 

Illy 
177.70 

7     1 
26.O4 

llclong 

4 

<)•  "i 

.     IOI.  SO 

i  4.  i  ; 

/ 

7 

1    j 
1  r 

ill/ 
177    7O 

22.  t2 

Below 

A 

8.  <; 

j  / 

IOI.  SO 

•  f  *  •  O 
1  2   6.1 

:es 

/     •   • 

6 

1  3          .... 
...       17.25.... 

1117 

1  S2.  tO 

*J 
2S.67 

^ 
A 

.» 

J7 

IOI  .  SO 

•-  *"T 

.  .  .     1  1.  16 

6 

'  J  *-  J7 
I  S2.  tO 

j      1 
21.  OS 

Iterating 

7.  c 

JV 

?6.  io 

n.  16 

Before 

6  .  . 

12.25        • 

J       J  / 

'52-39 

7  J 
18.23 

Kerry 

6.5 

•      76.19 

9-67 

liegin 

5     • 

'4-75-  • 

.  .    126.99 

21-95     ' 

Berth 

5.  c 

76.  10 

8.  18 

^ 

Steel   Bulb  Angles. 

Beset 

10    .  . 

.       *6.S    .... 

•      253.99 

39-43 

ncsfxak- 

6  .. 

.  .  .  .     17.20  

"52-39 

25.59 

BtsettU 

.      .        21.8 

228.  so 

;-'   i  i 

/ifsfiread 

6  .  . 

I  t.7S  •  • 

.     IS-    i1) 

2O  4? 

Besides 

8 

10.  21  .  . 

.      2Ot.  19 

28.6 

Intake 

6  .. 

j  /  j 

1  2.  tO.   . 

J        J  7 

'  =;-•  ?v 

18.3 

BespMtmemt 

7-. 

...        18.25.  ... 

o          / 

'77-79 

Bethink 

5  •• 

~  *  J~ 

.  .  .  .        IO.  O     

J                J   .f 

.       126.99 

.     .       14.88 

Steel  Zee  Bars. 

Depth  in 

inches. 

Depth 

in  millimetres. 

Depth  in 

inches. 

Depth 

in  millimeti.- 

Betiutfs 

6 

i  52.39 

Between 

A 

101  .  so 

Betterment            s 

126.00 

Btbnlistic 

*T 

1 

76.  10 

See  table  for  thickness  farther  on. 

426 


Steel  Deck  Beams. 


Depth           Weight  per 
in                       foot 

Depth  in 
milli- 

Weight per 
metre  in 

Depth           Weight  per 
in                      foot 

Depth  in 
milli- 

Weight pel 
metre  in 

Code  Word. 
Dale 
Danger 
Dare 
Darnel 
Dash 

inche 

IO 
IO 

9 
9 

8 

s.           in  pounds. 
35-7    
27.23  
70.0    . 

metres. 
•  •    253.99    . 
•    253.99    . 
.    228.  SQ    . 

kilograms. 

53-13 
40.6 
44-6 

Code  Word. 
Data 
Daub 
Daunt 
Davit 
Dead 

inches 
8 
7 
7 
6 
6 

in  pounds. 
20.  I  s  . 

metres. 
..    203.19    . 
.  .     177.79    • 
..    177.79 

kilograms. 
3°-° 
34-8 
26.0 

»  j 
23.46  
1  8.  ii  .  .  .  . 

26.0 

228.  so 

38.7 

18  36 

27    ^ 

24.48  — 

J  7 
.    .        203.19       . 

o      / 

36-4 

"•  O 

15.30.... 

••     I52-39    • 

/    j 
....".       22-7 

Phoenix  Columns. 

Gaily 

4-A 

Segments. 

Gambling 

4-C 

Segments. 

Gallic 

4-Bi 

Segments. 

Gamboge 

6-E 

Segments. 

Galoche 

4-62 

Segments. 

Gamut 

8-G 

Segments. 

See 

table  for  thickness  farther  on. 

Steel  Channels. 

Depth           Weight  per 
in                      foot 

Depth  in 
milli- 

Weight per 
metre  in 

Depth           Weight  per 

in                      foot 

Depth  in 
milli- 

Weight per 
metre  in 

Cabal 
Cabin 
Caboose 
Caburt 
Cacherv 

inche 
'5 
'5 
15 
'5 
is 

s.            in  pounds, 
ec 

metres. 
•    380.99    . 
380.99    . 
•      380.99    . 
•  •    380.99    . 
780.00    . 

kilograms. 
81.85 

74-41 
66.96 

59-52 

CacJiou 
Calash 
Calefttrn 
Calends 
Calf 

inches 

'5 

12 
I  2 

I  2 
12 

in  pounds. 

metres. 
•  •    380.99    . 

•  •    304-79    - 
.  .    304.79    . 

•    304-79    • 
.     704.70     . 

kilograms. 
49-  1  1 
59-52 
52-08 
44.64 
77.20 

so 

40        .  .  .  . 

j 

7  S 

40 

3°        

2S 

^ 

427 


Steel  Channels — Continued. 


Ii^pth 
in 

Weight  per 

foot 

Depth  in 
milli- 

Weight per 
metre  in 

Depth 

in 

Weight  per 
foot 

Depth  in 
milli- 

Weight per 
metre  in 

Code  Word. 

inches. 

in  pounds. 

metres. 

kilograms. 

Code  Wor.l. 

inches. 

in  pounds. 

metres. 

kilograms. 

Cotter 

12    ... 

20.5    .... 

.    304-79    • 

....     30.50 

Card 

7   • 

•-••      14-75  

'77-79   • 

21.94 

Calling 

10 

1C 

•    253.99 

....     52.08 

(  'ardcr 

7  . 

.     .  .      12.25  

'77-79   • 

....      18.22 

C  \init  1 

10 

10 

.    2151.09    . 

....     44.64 

(  'arcss 

7  . 

9-7S  •  • 

1  77.79    . 

14.  so 

i  o 

J  J     J  7 

.    25VQ9    • 

....       37-  20 

6  . 

J     I  J 

15.50.  . 

II      t   J 

152.39   . 

T  j 
23.06 

Candidly                10  .  .  . 

20        .  .  .  . 

J  J     77 

253.99 

29.76 

(  'arniot 

6 

<J     O 

]  ; 

J        J  x 

'52-39 

J 

'9-34 

Catitilt                     10  ... 

'5 

•    253.9$   • 

22.32 

Carnai 

6  . 

....    10.50  

'52-39   • 

....     15.62 

CmnJkeroHS 

9  . 

25 

.-    228.59   . 

....       37.20 

(  'arnalist 

6 

8 

>5*-39 

11.9 

I    III  >f>V 

2O 

.    228.59   • 

29.76           Carnallv 

c  . 

1  1.  S    . 

126.99   • 

1  7.  1  1 

'    'f^^if  , 

1    ' 

I  c 

.    228.159   . 

22.32            Cart1 

J 

J 

....       9       

ww 

126.99    . 

/ 

....     '3-39 

(  an  ton 

.    .    . 

9  .  .  . 

13.25.... 

.    228.59   . 

19.71 

i 

i  'ar/>,f 

5  • 

---.       6.5    

77 

126.99   • 

....       9.67 

Cap 

s  .  .  . 

...     21.25... 

203.19 

31-62 

(  arry 

4  - 

••••       7-25  

101.59   . 

....     10.78 

(  ,if>al>/i 

8  .  .  . 

...     18.75.... 

..    203.19 

27.90 

(  arrnt 

4 

•••-       6.25  

101.59   . 

9.30 

(.  W/V 

s  .  .  . 

1  6.  25.  .  .  . 

.  .    203.  19   . 

24.18 

(  'artagf 

4 

••••       5-*5  

101.59   . 

781 

(  'apstaii 

s  .  .  . 

'3-75    •  •• 

203.  19 

....     20.46 

C  'artriiigt- 

3 

....      6      

76.19 

....       8.  92 

(  'attain 

8  .  .. 

11.25.... 

203.19 

'6-75 

C  'nsf 

3 

76.19   - 

7-44 

Cfptttryst 

7  .  .  . 

...     19.75 

177.79   • 

29.39 

Caschardtn 

3  • 

76.19 

••    •       5-95 

Caraji 

7  ... 

.  ..     17.^5.    -- 

..    177-79   • 

25.67      , 

488 


Steel  Tees. 


Code  Word. 
Tabid 

EQUAL  LEGS. 

Size  in  inches. 
4x4           

Size  in  millimetres. 
101.  59  x  101.  S9 

1 

Code  Word. 
Tamper 

UNEQUAL  LEGS. 
Size  in  inches. 
4  x  e 

Tableau 

3^  x  3^      

88.89  X     88.89 

Tampion 

4x3           ... 

Tackling 

76.  19  X     76.  iq 

Tan 

3  1A   X  4 

Tactics 

O           O                                            ' 

2y2  x  2^ 

6'?.4Q  X      ()  ;..iij 

Tapioca 

3/^  x  3 

Taffrail 

S7.  14  X      <C7.  14 

Taproom 

3   X  4 

Taint 

2X2               

SO.  7Q  X      SO.  70 

Tariff 

3  x  2j4 

Tale 

44.44  x    44.44 

Tarisli 

3  x  $y> 

Talent 

\y  x  \y 

.  .        38.09  x    38.09 

Tarpaulin 

2*A    X   1 

Tallow 

I  Vt.    X   I1/ 

31.  70  x    31.70 

Tarry 

2*A    X   23/{ 

Tallyman 

I   X   I 

2S.40  X       2S.40 

Tassel 

1  3/  x  i  y. 

Size  in  millimetres. 

101.59  x  126.99 

101.59  x  76-19 

88.89  x  iOI-59 

88.89  x  76-19 

76. 19  x  101.59 

76. 19  x  63.49 

76. 19  x  88.89 

63.49  x  76. 19 

63.49  x  69.84 


See  table  for  thickness  farther  on. 


Words  for  Ordering  Flats  and  Plates. 

Sizes  one  inch  and  under  use  words  given  in  table  farther  on  headed    "Thickness  of  Metal." 


WIDTHS.                                                     WIDTHS.                                                      WIDTHS.                                                    WIDTHS. 

Mill-- 

Milli- 

Milli- 

Milli- 

Code  Word. 

Inches,      metres. 

Code  Word. 

Inches.      metres. 

Code  Word. 

Inches.      metres. 

Code  Word. 

Inches.      metres. 

Wade 

\}k    .  .       28.56 

Waive 

2X    ••       57-14 

Wanness 

sH  •  •    95-24 

Watch 

7        ••    177-79 

Waft 

i^    ••      31-74 

Wall 

2>2    .  .       63.49 

Warehouse 

4          •    101.59 

Watcher 

8        ..    203.19 

Wages 

\y2  .  .    38.09 

Walleye 

2^     .  .        69.84 

Wares 

4K   •  •    107-94 

Water 

9        ••    228.59 

Wa°on 

l5/8    .  .       41.27 

Wallop 

3        -•      76.19 

Warm 

4/4    .  .    114.  29 

Watermelon 

10        ••    253-99 

Wain 

I  ?4    .         44.44 

Wampum 

3%   •        82.54 

Warranty 

5         •    126.99 

Waver 

II        .  .    279.39 

Waist 

2       -  -      5°-79 

Wan 

3%   .  .      88.89 

Wash 

6       ..    152.39 

Weaken 

12           .  .     304.79 

429 


WIDTHS 


Words  for  Ordering  Flats  and  Plates— Continued. 

WIDTHS.  WIDTHS. 


WIDTHS. 


*>  1 

1/1   1  !.-». 

Mllli- 

Miin-    : 

Milli- 

Milli- 

Code  Word. 

Inches.      metre--. 

Code  Word. 

Inches,      metres. 

Code  Word. 

Inches.      metres. 

Code  Word. 

Inches.      metres. 

Wealth 

13              33°.  '9 

/  f  \-llbeing 

19              482.59 

Wharf 

30              761.98 

Whinny 

60        ..1523.97 

Wtaumd 

>4            355-59 

Westerly 

20                  507-99 

W  liar  f  age 

35       .  .    888.98 

Whiten 

66       .  .  1676.37 

Weather 

15         380.99 

Westward 

21           .  .     532.38 

Whatsoever 

40       .  .  1015.98 

Wholesale 

72       ..1828.77 

Wttd 

16            406.39 

West}' 

22                  558-79 

/  1  'lienever 

45           1142.98 

Wider 

78       ..1981.16 

Weekday 

"7            43'-79 

Wtx 

23       ..    584.18         Whereat 

50       ..1269.97 

Widespread 

84       ..2133.56 

Weigh 

18             457-«9 

Whaleman 

24       .  .   609.58         Wherefore 

55           '396.97 

Round  and  Square  Steel  Bars. 

Code  Word. 

Code  Word. 

Code-  Word. 

Code  Word. 

Rounds. 

Squares. 

Size  in  inches.            Size  in  millimetres. 

Rounds. 

Squares. 

Size  in  inches.            Size  in  millimetres. 

g 

c     / 

n 

0    c  2 

Ransomer 

Saltpetre 

i  3-16 

30.  15 

i\aecoon 

Radial 

.V/*"//<  III 

Sage 

71 
7 


•  16                

11.11 

Ransomless 

Same 

»? 

3'-74 

Radiator 

/ 

y 

f 

1  2.69 

Rap 

, 

5-16 

33-32 

Radix 

Sailloft 

/ 

9 

-16     

14.28          Rapidly 

Sanhedrin 

1) 

34-9' 

A1  '  ti  <rni  >r 

bailor 

i< 

15.87           Rapine 

i 

7-16    

36.5° 

•"& 

ttarrc 

Sake 

1  1  -i  f\ 

17.46 

Rasurt 

Safer 

,  i 

38.09 

i\.ags 
Railway 

Salaceous 

T? 

f 

.9-04 

Ratan 

iJ 

4         

41-27 

^          

Rai  in  bolt 

Salamagen 

I 

7-16 

20  6* 

Rate 

SaPuriJie 

44-44 

3  I0    

A' 

,  -   ,     ii 

7, 

22.  22 

Rather 

I 

*         

.     .        47.62 

Rake 

SaUaw 

y 
i 



23.80 

Ratling 

Saturn 

2 

50-79 

Salt 

] 

21).  i'l 

Ratoon 

Saturine 

2 

53-97 

A'/?  itrnti  f 

Sn/tt  rii 

28.C6 

Raucity 

Salable 

,' 

57-'4 

430 


Round  and  Square  Steel  Bars — Continued. 


Code  Word.        Code  Word. 
Rounds.              Squares. 
Ravesty           Scannel 

Size  in  inches.             Size  in  millimetres. 
2^               60.32 

Code  Word.        Code  Word. 
Rounds.             Squares. 
Reassign         Seclant 

Size  in  inches. 

Size  in  millimetres. 

Ravish             Scanron 

2  */j                                                                        6"?.  4Q 

Reassure 

444 

Ravishment    Scarce 

2^                                 .         .                               66.67 

Rebaptist        Secmart 

Rawlicad        Schemer 

2^A                                                                        60.84 

Rebel 

y 

Razor              Schoolman 

2  %                                                                                7^.O2 

Rebellion         Second 

43/i 

Reaction         Schooner 

T.                                                                                     76.  10 

Recapture 

12"?    82 

Readily 

?  V£                                                               70.  T.  7 

Receivable 

c 

.  .                        I  26  or) 

Readjust         Scraggy 

T.VL                                                              82.1:4 

Receiver 

Readmit 

A  A                                                               -54 
?%                                                 8s.  72 

Recency 

Reannex          Scrutoir 

3^            .        88.89 

Recentness 

c.y. 

Reappoint 

3^6         92-°7 

Reclicat 

6             

I  c  2    7O 

Rearguard     Scupper 

•7  i/f                                                                         0^.24 

Reclwose 

I  eg    7  , 

Reason 

Recognize 

6^ 

i  6c  of  j 

Reasonable      Secederal 

4                                                                  101.  SO 

Recollect 

6ti 

171    A.A 

Reassert 

4  Mi                                                             104-77 

Length  in  Feet. 


Code  Word 

Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Facet 

i 

Fagend 

6 

Faldstool 

ii 

Family 

16 

Fang  I  ess 

21 

Facing 

2 

Failure 

7 

Fall 

12 

Famine 

i? 

Fare 

22 

Facsimile 

3 

Faint  is  h 

8 

Falsely 

13 

Fan 

18 

Faring 

23 

Fact 

4 

Fair 

9                  Falter 

14 

Fancy 

19 

Farmer 

24 

Factionist 

5 

Faith 

10 

Famed 

iS 

Fang 

20 

Farrago 

25 

431 


Length  in  Feet— Continued. 


Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Farrier 

26 

Fathomless 

36 

Felony 

46 

Fewness 

55 

F&ngt 

64 

J-iirri>;>- 

*7 

Fatness 

37 

Fencing 

47 

Fiat 

5<> 

Filthily 

65 

Farthing 

28 

Faulty 

3« 

/•'cinaii 

«8 

Fibber 

57 

Financier 

66 

l-iiscienlar 

29                Fanny 

39 

l-'err  -eons 

49 

Fieriness 

58                 I'liiencss 

67 

ittity 

3° 

Favor 

40 

Fertile 

5° 

Ft/cr 

59 

l-'tnis/ier 

68 

Fastday 

3i 

Favorable 

4" 

Fervency 

5' 

I-igilatc 

60 

l-'irelock 

69 

Fasten 

3* 

Fearful 

42 

Fervidly 

5* 

I'igment 

61 

Firmly 

7° 

i'atal 

33 

Feastful 

43 

Fetid 

53 

1-  illation 

62 

l-'irtnness 

7' 

Fated 

34 

Fcdition 

44 

Feudalism 

54 

Filigree 

63 

l-'ishing 

7* 

Fathom 

35 

Feeder 

45 

Ibex 

Iceberg 

Icincss 

Igncsccnt 

Igniferoiis 

Illiberal 

Illicit 

Ulna  lure 

Illogical 

Ulstarred 

ruwitt 


H 


H 


Length  in  Inches. 


Imaginable 

\YI 

Implacable 

tji 

Improbable 

4% 

Ineisure 

Imagine 

ift 

Implead 

3 

Improper 

4ft 

1  licit  a  nt 

Imbosom 

>K 

Implex 

Improve 

4% 

Incite 

Immaterial 

i# 

Implicit 

3# 

Impure 

4ft 

/nc/asp 

Immigrate 

2 

Impolite 

3^ 

Impiintv 

4% 

Inclose 

Immoderate 

2>6 

ImporoHS 

3^i                  Inaction 

4H 

Inclusion 

Immm-ablc 

2M 

Import 

3ft 

Inadequate 

5 

Income 

Impanel 

2fh 

Impregnate 

3K 

Inane 

S/4 

Incurious 

Impassive 

*% 

Imprimis 

3^i 

Inaposite 

5% 

hid  i  cent 

Impawn 

3  ft 

Imprint 

4 

Inapt 

sft 

Indeed 

Impersonal 

*X 

Imprison 

4^ 

Inarch 

5>* 

Index 

482 


Length  in  Inches — Continued. 


Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Indian 

7 

Inertia 

8>6 

Infold 

91A 

Inkiness 

io>£ 

Insnare 

Indicate 

7>6 

Inertness 

8% 

Inform 

9K 

Inland 

IOM 

Insolvent 

Indorse 

iH 

Infamy 

8^j 

Infuse 

9^i 

Inlet 

10^ 

Inspire 

Indue 

ifa 

Infant 

9>y2 

Ingot 

9% 

Inmost 

10^ 

Instance 

Inebriate 

7/2 

Infer 

8/8 

Ingulf 

9/8 

Inning 

10^4 

Instead 

Inedited 

7/8 

Inferior 

8% 

Inhere 

9M 

Insecure 

10% 

Insurable 

Ineffective           7  % 

Infernal 

8J-6 

Injure 

9?^ 

Inside 

io^i 

Insurance 

Ineligible 

7^ 

Infix 

9 

Ink 

10 

Insist 

1  1 

Insure 

Inequality           8 

Length  in  Metres. 


Machinery 

i 

Makebate        \        ^ 

Manifest 

'3 

Maranatha 

19 

Marshy 

25 

Madrepore 

2 

Mallard 

8 

Manlike 

{4 

Marcid 

20 

Martinman 

26 

Magi 

3 

Mallows 

9 

Mantua 

iS 

Marital 

2  I 

Masonic 

27 

Mahogany 

4 

Malmsey 

10 

Manurtal              \  6 

Mar  Ian  t 

22 

Mayday 

28 

Mainmast 

5 

Manage 

I  I 

Maple 

J7 

Marline 

23 

Mazarine 

29 

Major 

6 

Mangle 

I  2 

Mappery 

18 

Marmorean 

24 

Meaning 

3° 

483 


Decimal  Parts  of  a  Metre. 


It  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Code  Word. 

Measly 

.100 

Mediation 

.700 

Melody 

.040 

Mend 

.090 

Mttk 

•005 

Measure 

.200 

Mediator 

.800 

Melon 

.050 

Menhaden 

.001 

Methodical 

.006 

Meat 

.300 

Meed 

.900 

Memorable            .  060 

Merchant 

.002 

Metropolis 

.00; 

Mt\'  Illinium           .  400              Mflt'f 

.010 

Memorandum 

.070 

Mercy 

.003 

Mew 

.008 

Mechanist             .  500 

M  clod  eon 

.020 

Memorize 

.080               Mi  rrifst 

.004 

Mezzo 

.009 

Medal 

.600 

Melodrama 

.030 

1 

ll 

Thickness  of  Metal. 


In                             In  milli- 
inches.                        metres. 

1    17 

I'ltves 

In                               In  niilli- 
inche>.                           metres. 

7-16       1  1  .  1  I 

l-.d\etion 

Iln                           In  milli 
inches.                           metres. 

VL                                10.  Of. 

Fbrition 

1A                                          12.7 

Effective 

i;   Hi    .                      20.62 

I/                                                                     A     -I  A 

Edge  ma  H 

•  1   111                           14.28 

Effectual 

^           Z2.22 

/•  (i  \ticard 

74          U-J4 

5-  1  6                                            7    O  7 

Edsrint 

fi                       15.87 

Egression 

I  S-  1'1                          22.81 

Easv 

/-Vo 

*i                          o.>;2 

Edomant 

1  1-16   17-46 

Egrctte 

i  o-o                         25.4 

For  Weights  in  Pounds  and  Decimal  Parts  of  a  Pound  only. 


Code  Word. 

Code  Word. 

Code  Word.                         :             Code  Word.                         II            Code  Word. 

Habeas 

I.OO 

Hair 

7.00 

Handbill 

•3° 

Hard/tack 

.90 

Harrow 

•O? 

Habitable 

2.OO 

Hallow                 8.  oo 

Handcuff 

.40 

Hardy 

.01 

Harvest 

J 

.06 

Habitual 

3.00 

Halo                    9.  oo               Handier 

•5° 

Harmonica 

.02 

Hash 

.07 

Hades 

4.00 

Halter                  o.  oo 

Hank 

.60 

Harmonious 

.03 

Haste 

/ 

.08 

Haft 

5.00 

Halyard                .  \  o 

Happier 

.  70 

Harness 

•°4 

Hatchet 

.09 

Hail 

6.00 

Hammock             .  20 

Harbor 

.80 

For  Weights  in  Kilograms  and  Decimal  Parts  of  a  Kilogram  only. 

Hatchway 

I.OO 

Haivker 

7.00               Headway 

.30                Heat  '/i                     .qo 

Heirloom              .  o  s 

Hatter 

2.OO 

Hazardous 

8.  oo                Healthily 

.40 

Hector 

.01 

Heifer 

.06 

Hanncli 

3.00 

Hazel 

9.00 

Healthier 

•5° 

Hedgehog 

.02 

Hemsticli 

.07 

Hauteur 

4.00 

Headstall 

o.oo 

Hearsay 

.60 

Heifer 

•°3 

Hemlock 

.08 

Haven 

5.00 

Headstone 

.  i  o               Hearse 

.70 

Heinous 

.04 

Henceforth 

.09 

Havoc 

6.00 

Headstrong 

.20       |        Heartless    . 

.80 

435 


Prices— U.  5.  A. 


Code  Word. 

1  "aeliti 

Price  per              Price  per 
pound                     kilo 
in  cents.               in  cents. 

I  -  1  O                               .22 

Code  Word. 
I'ayiiiiiit 

Price  per               Price  per 
pound                      kilo 
in  cents.                in  cents. 

i  4-  10                      7.08 

Code  Word. 
Pickpoeket 

Price  per              Price  per 
pound                     kilo 
in  cents.                in  cents. 

2.  ?5                                  C.6| 

Package 
I\iliitiiu' 

X                         -'15 

2-IO                                       A  A 

l\acc 
PffttStU 

«>^                           3-3<> 
l6-IO                           1.  S2 

PUot 

Pilot  a  -^  e 

26-10     572 

*V6                                  5.77? 

Pallia^  M 

1A                         si 

PtticU 

1  ;  K                               ^.  <>7? 

Pinch 

2.65                   .    5.8» 

1  \iltid 

74                j  0 

3-  1  o                        66 

Pelisse 

1   7-  IO                         1.  74 

Pine 

27-IO                           S.Q4 

Pandect 

f6                          .825 

Penknife 

\y.                 3.85 

1  'irate 

24i                             .     6.0IJ 

Pantalets 

4-10                      .88 

l\'ntagra/>li 

i  8-10                     ;.M'> 

Piratical 

28-10     .              6.  16 

l\intal{>i'>is 

1A                       1.  10 

Peony 

i  "s                          .i.i-'; 

Pitchpipe 

2.8<:                       6.27 

1  n  n  tit  fist 

6-  10                     ''32 

Percentn  'L 

I  0-  IO                        4.  l8 

1'it  Hess 

24&                                    6.  12? 

Pant/ier 

I    ?  7  c 

Perhaps 

2                                       4.4 

Placeman 

2  Q-1O                           6   ^8 

I\it>acv 

7  -  1  O                               1    S  J. 

Perimaii 

2.  O5                               4.  ?I 

Plague 

2.  OS                                  6.  4O 

/'ti/rrus 

^                         i  6* 

Peristyle 

2   I  -IO                             4.62 

Plainly 

6.6 

Paradise 

8-10                     1.76 

Perjure 

2'A                       4.675 

Plaintiff 

*.  o?                   .    6.  7  i 

Parallax 

£6                                     I.O2S 

Petition 

2.  I  C                                  4.  7  J 

/'/on 

31-10      6.82 

Parasol 

9-iO                               1.  08 

Petroliinn 

2  2-IO       4.84 

Plantain 

;  '                        .    6.875 

Parcel 

2    2 

Phaeton 

2.  25                                  4.Q5 

Plantult 

1.  I  5                                     6.Q* 

Partntltst 

1  -  1  O                             24"* 

J'hariscf 

2   V  IO                             5.  06 

Plastnatie 

t  2-1O                       .      7.O4 

Parliament 

:                                        2.  J7  5 

Philiffie 

2.  ^5                             .      5.  17 

Plateau 

^,  2?                               7.  I  S 

Passbook 

2-  I  o                             2   64 

Plnhnii  1 

'     -                                     s.225 

Platitude 

1  V1O                           7.  26 

Passenger 

y*                 2.7c 

Phosphoric 

24-IO                             5.  28 

Platonic 

7.  1C                                      .       7.77 

Pass  for  I 

3-10                   2.86 

Pliotogcn 

2   JC                                   e    tO 

Platter 

:     -                             .7.42? 

Parable 

1^6                                    *.02« 

Piantic 

2  '/£                               .     «.  « 

Plavfelloic 

^  4-10                    .     7.48 

Prices — U.  5.  A. — Continued. 


Code  Word. 
Pleonastic 

Price  per               Price  per 
pound                      kilo 
in  cents.                in  cents. 

3.  AC                         7   so 

Code  Word. 
Pomp 

Price  per               Price  per 
pound                      kilo 
in  cents.                 in  cents. 

43/i<                           0.62"; 

Code  Word. 
Postmark 

Price  per               Price  per 
pound                      kilo 
in  cents.                in  cents. 

?  7-10               .  .  1  1.66 

Plexiform 

-,y,                           77 

Ponder 

A  4-  I  O                             O.  68 

Postpone 

^.  3  ?                       11.77 

Plinth 

•?.  ^<;                      7.81 

Pony 

4.41;                                  Q.  70 

Potash 

S^                         11.82^ 

Ploughman 

T.  6-IO        7-02 

Popish 

4  V?                               Q.Q 

Pratiguc 

54-10     1  1.88 

Plumb  line 

754                   .    7.07=; 

Poplin 

4.  ?<;                      10.01 

Praycrless 

"5.41;                           I  I.OO 

Plu  t  nip  ed 
Plural 

3-65        8.03 

•J7-IO                         8.  14. 

Poppy 
Population 

46-IO        IO.  I  2 

4  5/i                             I  O.  I  7  $ 

Precaution 
Preclusion 

$l/2                12.  I 
EC.  ^^                               12.21 

Plush 

T.YA                               .     8.2S 

Populous 

4.6?                               I  O,2* 

Predaccous 

5  6-10                  1  2.32 

Plutonian 

i  8-10                    8.^6 

Porcli 

J.  7-  I  O                          1  O    T4. 

Predality 

C  S/Q                                    12     27  C 

Pluvial 

T.8q                             8.47 

Porker 

i  3/                                 J  o.  a  ? 

Preference 

^.6=;                     12.  a^ 

Pneumonia 

iH                         8.C2S 

Poringer 

48-10        .         .         10.56 

Prefigure 

^   7-  IO                             I  2.  5  J. 

Podag 

•?  o-io                    8.  s8 

Porosity 

j    S  r                                i  o   67 

Prehensible 

C^i                             I  2  6q 

Podded 

^-0^                               8.60 

Porter 

4  Z^                                  I  O.  7  2  S 

Prelatical 

58-10                      12.76 

Poise 

4                            8.8 

Porterage 

4  q-l  o                      IO.  78 

Prclatist 

S.8q                         12.87 

Polemic 

4.  O  ?                                  8   Q  I 

Porthole 

J      Q  C                                               I  O    8Q 

Prelude 

=;  ^                                     I  2    O2C 

Police 

4I-TO                             O.O2 

Portion 

cr                                  II. 

Premature 

=;  o-io                  1  2.08 

Politican 

4  Mi                                    Q.O7  t; 

Poser 

?.O?                      .11.11 

Premier 

^.0^                               I  1.OQ 

Pollard 

4.  1  1;                   .    o.  i  \ 

Position 

^I-IO        11.22 

Premium 

6                       .13.2 

Polyhedron 

d  7-IO                                Q.  24 

Positively 

tr  1/6                               11.27^ 

Preoccupy 

6.oc;                     i  ^.  ^  i 

Polypus 

4.  2<C                                     Q.  1Z 

Possible 

?.  I  S                          .11.^^ 

Prepaid 

6  i-io       .          r3-42 

Pomatum 

A  1-  IO                             O.  46 

Postage 

^   2-  I  O                          II.  44. 

Prepossess 

6  1A                      i  ^.47  c 

Pomology 

4.  •?5                               Q.  S7 

Posterity 

1.21;                    1  1  .  t;"; 

Pressing 

6.  i  ^                   .  i7.  c^ 

437 

Prices — U.  S.  A. — Continued. 


Code  Word. 

-;/ re 

Pr,  rcntion 
/V<  rr«//:v 
Pr, ;  it'll s 
/'r,;'ii>ns/i' 
Prick 
Prickling 
Priestly 
Prim 
Primarily 


|>er  Price  per 

pound  kilo 

in  cents.  in  cents. 

6  2-10     13-64 

6X  '3-75 

63-10     13.86 

6-35  '3-97 

6fi          "4-025 

6  4-19     14.08 

6.45  ..14.19 

6J4  -14-30 

6-55  '4-41 

6  6-10     14.52 


Code  \V..i,l 
Primordial 
Princ,  /r 
Prism 
Prisoner 


Pit  in  ti/y 
Priratire 
Probably 
Proceeds 


i     Pi  ici  per  Price  per 

pound  kilo 

in  cent-.  in  cent-. 

6H  14.575 

6.65  14.63 

67-'0  1474 

6#  14.85 

68-10  14.96 

6.85  15.07 

6#  15. 125 

69-10  15.  :8 

6.05  '5-29 


Code  Word. 
I 'recreate 


l^rodigious 

Produce 

Profession 

Profitable 

Profitless 

Prognostic 

Prone 


Price  per 
pound 
in  cents. 

7 

7# 

T/4 

1* 

1% 

IX  • 

7X 


Price  per 

kilo 
in  cents. 

.15.40 

'5-675 
•«5-95 
.16.225 

.16.5 
"6-775 
'7-05 

•7-3*5 
.17.6 


INDEX. 


A. 

PAGE. 

Allowable  variation  weight  of  plates 79 

Angles,  bulb,  dimensions  and  weight 29 

"        bulb,  sections 28 

"        dimensions  and  weight  (table) 22,  24 

"        method  of  increasing  areas  (illustrated) 32 

"        punching  of  flanges  (table) 83 

"        sections  (table)    21,  23 

Apartment  House  (illustrated) 150 

Application  of  corrugated  iron  work 239 

Arch  fire-proof  floors  (illustrated) 1 1  i-i  13 

Armories 154 

Armory  (illustrated) 1 64,  1 65 

Automatic  wooden  safety  gates 414 


B. 


Bagasse  floor,  sugar  mill . 

Balconies 

Band  stands 

Bars,  sections 

"      table,  limit  of  sizes. 
Baseboards . . 


37°; 


183 

371 

261 

12 

'3 

227 


PAGE. 

Bay  window  (illustrated) 408 

Beam  connections  (illustrated) 96 

Beam  girders  (illustrated) 96 

Beams,  deck,  dimensions  and  weight  (table) 20 

deck,  sections 1 8 

dimensions  and  weight  (table) i  7 

eye,  sections  (illustrated) 14-16 

method  of  increasing  areas  (illustrated) 32 

punching  of  flanges  (table) 83 

punching  webs  for  separators  (table) 84 

standard  connections 85 

strength  of  (table) 47-52 

Beet  sugar  mill  buildings 182-188 

Beet  sugar  plant  (illustrated) 220 

Bell  towers 274 

"      (illustrated) 275 

Boiler  house  for  sugar  mills 183 

Boiling  house,  sugar  mills 183 

Bridge  shop  (illustrated) 170 

Bridges,  railway,  clearances   and   dimensions    (illus- 
trated)    286 

Bridges,. railway  and  highway 285 

"         railway,  specification  for 296-310 

Bronze  bay  window  (illustrated) .    '.  408 


439 


Building   construction,   Standard    Specification  rolled 

steel 77-8J 

Building  fronts  (illustrated) 357,  358 

Buildings  fur  manufacturing  purposes '53-'5<> 

Bulb  angles,  dimensions  and  weight  (table) 29 

sections  (illustrated) 28 


c. 

Cable  Code 

"      index 

Caissons,  foundations  (illustrated) 

Cane  shed  for  sugar  mills 

Cane  sugar  mill 

Canopies 

(illustrated) 

Car  repairing  shop  (illustrated) 

Casings 

Cast  iron  columns,  details  (illustrated) 

"       "  "         ornamental 

"  round,  strength  of 

"  "         square,  strength  of    

Cast  iron  ornamental  fronts  for  buildings 

Cast  iron  Standard  Specification 

Cement  manufactories, 

Cement  works  (illustrated)       166, 

Centrifugal  coefficients  (table) 

Centrifugal  force  railroad  bridges 

Channels,  dimensions  and  weight  (table) 

method  of  increasing  areas  (illustrated) ..  . . 
punching  of  flanges  (table) 


417 
418 
100 

•83 
182-188 

37<> 
372 
176 
240 
103,  104 

35° 
65-69 

7°  74 

356 

77  «-' 

»53-<5<> 

235.  236 

291 

302 

20 
32 
83 


Channels,  sections 

Checkered  steel  floor  plates 

Chimneys 

Chimney  caps 

Circus  building  (illustrated) 

Clips  for  corrugated  sheet  iron  work 

Coal  storage  (illustrated) 

Code  Cable 

Coefficients  of  impact  (table) 

Columns  for  fire-proof  buildings 

"  sections  of  riveted  (illustrated) 

"  Phoenix  sections,  dimensions  and  weight 
(illustrated) : 

Columns  Zee  bars,  sections  and  dimensions  (table) . .  . 

Complete  fire-proof  buildings,  how  constructed 

Concert  hall  (illustrated) 

Construction  complete  buildings 

Conventional  rivet  signs  (illustrated) 

Corner  and  baseboards 

Corner  boards 

Cornice  work  (illustrated) 

Corrugated  iron  (table)  

"  sheet  iron  work 

"  steel  rolling  shutters 

Cranes 

(illustrated) 

D. 


Dead  load  railway  bridges 

Deck  beams,  dimensions  and  weights  (table) 


PAOC. 

'9 
184 

246 

414 
1 60 
225 
168 

417 
290 

107,   loS 
86 

33  38 

34  42 
114    117 
•60,   175 
"4    117 

349 
241 

227 
406,  407 

230 
224-229 

245 

265,  266 

267,  269 


300 

20 


440 


Deck  beams,  method  of  increasing  areas  (illustrated). 

"  beams,  sections  (illustrated) 

Derricks 

"  (illustrated) 270, 

Details  of  construction,  railroad  bridges 

Diamond  steel  floor  plates 

Docks 

' '  (illustrated) 

Dome  (illustrated) 

Doors 

' '       fire-proof 

"       fire-proof  (illustrated) 

"  Standard  Specification  of 

Double  hung  windows 

Draw  bridges 

Drawings 

"  (illustrated) 

Drill  halls 

Driveway  gates  (illustrated) 

Ductility  structural  steel 

Dumb  waiters. . 


E. 

Elastic  limit,  structural  steel  ....................... 

Electric  light  plant  (illustrated)  .................... 

"        power  station  (illustrated)  .........  133,  142, 

"  traveling  cranes  ........................... 

Elevation  of  outer  rail  (table)  ...................... 

Elevators  ......................................... 


32 
18 

265,  266 
271,  273 

3T3 

184 

279,  280 
281-284 
132 
244 
409 
410 
242 
242 

3J9 

348 
349 

154 

369 
77-82 

414 


77-82 
181 

162,  167 
265,  266 

291 
414 


Elevator  shaft  enclosure 394 

"        shafts  (illustrated) 396-404 

Enclosure  for  elevator  shaft 394 

Engine  loadings  and  trains  (illustrated) 287 

Exhibition  buildings 154 


F. 

Factory  doors 244 

Feet,  table  of,  equivalent  to  metres 87 

Fenders 415 

Fire  escapes 414 

"     escapes  (illustrated) 416 

Fire-proof  buildings,  construction  complete 1 14-1 1 7 

ceiling  (illustrated) 

doors 

doors  (illustrated) 

floors  for  buildings 

floor  (illustrated) 

partition  (illustrated) 

wall  of  building  (illustrated).  .  . 

Flag  poles ... 

Flashings 

"          for  sheet  iron  work  (illustrated). 

Flats,  sections 

Floor  construction  (illustrated) 

loads  in  buildings. 


121 
409 
410 
116 
i  20 

I  22 

123 
4'4 
240 
226 

'3 

I II-II3 
I  IO 


Floors  in  fire-proof  buildings 108,  109 

Folding  shutters 245 

Foundry  (illustrated) 174 


441 


Foundry  building  (illustrated) 169,  171 

Fountains 359 

"          (illustrated  I                365 

•it  entrance  gate  (illustrated) 366,  367 

Front  work,  cast  iron,  for  buildings 356 

G. 

Galvanized  corrugated  iron  (table) •  230 

<  ia*  holder  guide  frame  (illustrated) 134 

GaU-s                  359 

"      (illustrated) 361-363 

Gauge  and  tlvckness  of  sheet  iron,  U.  S.  Standard.  .  .  239 

Girden,  beam  (illustrated) 96 

"        box  (illustrated) 95 

"        lattice  (illustrated ) 94 

"        plate  (illustrated) 94 

Glass 243 

Gratings 414 

Grillage  descriptive 107 

"        foundation  (illustrated) 97  -100 

Grinding  house  for  sugar  mills 183 

Guards 245,414 

Gutters  and  leaders 240 

Gutters  for  sheet  iron  work 226 

H. 

Hand  cranes  (illustrated) 268,  269 

Hand  power  elevators 414 

Havana  Cigar  Factory  (illustrated) 120-127 


PACK. 

Highway  bridges 285 

(illustrated) 33 1 

impact 322 

lattice  truss  (illustrated) 325 

loadings 321 

pin    connected    pony    truss    (illus- 
trated)    333 

Highway  bridges,  pin  connected  through  span  (illus- 
trated ) 3333 

Highway  bridges,  quality  of  material 322 

"  "         Standard  Specification  of 320-322 

"  through  truss  (illustrated) 324 

"  "        wind  pressure 322 

Hinged  wood  windows 242 

Hollow  wall  construction 115 

Horse  power,  table  of  equivalents,  English  and  French  250 

Hotels  (illustrated) 130,  131 

I. 


35* 
290 


Illuminating  patent  lights  for  sidewalks 

Impact,  coefficients  of  (table) 

"       highway  bridges 

"       railroad  bridges 301 

Index  to  Cable  Code 4«8 

Inspection,  cast  iron 77  Hz 

"           railroad  bridges  319 

"           rolled  steel 77-82 

Iron  windows 243 

"     windows  (illustrated) 412,  413 

Iron  works  plant  (illustrated) 179 


K. 

PAGE. 

Kilograms,  table   of,  equivalent   to   each   '/„  pound 

avoirdupois 91 

Kilograms,  table  of,  equivalent  to  pounds  avoirdupois  91 
"           table  of,  per  meter  equivalent  to  pounds 

per  foot 92 

Kiosks  .  .  261 


L. 

Lamps 359 

"       (illustrated) 364 

Leaders  and  gutters 240 

Length  of  span,  railway  bridges 298 

Live  load,  railway  bridges 300 

Loadings,  engines  and  trains  (illustrated) 287 

highway  bridges 321 

"          railway  bridges 300 

Lookout  tower  (illustrated) 275,  277 

Louvres 241 


M. 

Machine  shops 154 

shops  (illustrated) 158,  161,  163,  172.  173,  178 

Manufacturing  buildings JSS-'S^ 

Marble  treads  and  platforms 414 

Market  buildings I53~1S6 

"       buildings  (illustrated) 159 


PAGE. 


93 

80 
411 

8? 
-90 


Marquises 373 

(illustrated) 374,  375 

Maximum  bending  moments  and  bearing   values  of 

pins,  table  of 293 

Maximum  bending  moments,  table  of 288,  289 

Measurement,  English  and  metric  systems  compared. 

Medium  steel,  quality 

Metal  window  sashes  and  frames 

Metres,  table,  equivalent  to  feet 

"       equivalent  to  feet,  each  '/I00  of  an  inch. 
"       of  kilograms  per  metre,  equivalent  to 

Ibs.  per  foot 92 

Milliken  Brothers  plant  (illustrated) Frontispiece 

Milliken  patent  roofing  (illustrated) 1 18-1 19 

Monitor  windows 227 

Music  stands 26 1 

"      stands  (illustrated) 262-264 


o. 

Observation  tower  (illustrated) 277 

Office  building  (illustrated) 138,  i  52 

"          Cape  Town  (illustrated) 145 

"          Johannesburg  (illustrated) 144 

San  Francisco  (illustrated) 141,  146,   147 

"  "          St.  Louis  (illustrated) . .  . 

Opening  device,  windows 

Ornamental  cast  iron  columns 

"  u.i     columns  (illustrated) 

'•       "     front  work  for  buildings 


'36 
243 
35° 
35" 
356 


44:! 


( irnamcntal  elevator  shafts 394 

fence  (illustrated) 368 

gates  (illustrated) 368,363 

railings 377 

railings  (illustrated) 378-38* 

'             slu-ct  metal  work 4°5 

staircases 383 

stairs  (illustrated) 385~393 

Overhead  crane  (illustrated) 267-269 

foot  bridge  (illustrated) 330 

"         travelling  cranes 965,  266 


P. 


I  12 

140 

35* 
292 
294 


Partitions,  fire-proof  buildings  (illustrated) 

P.iNM.-iijjer  station  root  (illustrated) 

Patent  lights 

Permissible  compressive  strains,  bridge  work 

shearing  strain  on  web  plates,  table  of. . . 
Phoenix  columns,  sections,  dimensions  and   weights 

(illustrated) 33~38 

Phoenix  columns,  strength  of  (table) 53-6o 

Piers *79.  *8° 

••      (illustrated) 281-284 

Pintle  connections.  Phoenix  columns  (illustrated). .  . . 

Pivoted  windows 

wood  windows 

Plate  girder  highway  bridge  (illustrated) 

Plates,  sections  '.table) 

Pony  truss  highway  bridge  (illustrated) 


227 

242 

332 

'3 


Porte-cocheres 370 

"            "        (illustrated) 373 -376 

Porticos 370 

Post  Office,  Mexico  (illustrated) 


Private  residence  (illustrated) 

Proportioning  of  parts  for  railroad  bridges 

Public  music  stands 

Punching  of  beam  connections  (illustrated) 

"          of  beam  flanges,  beams,  channels  and  angles 
(table) 

"          of  beam  separators  [illustrated) 

Putty 


(Duality  of  material,  highway  bridges  . 
••  '  ••  "  railroad  bridges  .. 
•  •  "  "  sheet  metal  work. 


R. 


Railings. 


'49 
'37 
3<>7 
261 


84 
*43 


3" 
3«>4 
'38 


377 

(illustrated) 378-38' 

Railroad  arch  bridge  (illustrated) 343  347 

Railroad  bridges,  centrifugal  force 3°* 

deck  span  (illustrated) 337 

.1              "         details  of  construction    313 

««              •'         impact 3°' 


lit 


Railroad  bridges,  inspection  of 319 

"  "         loads 300 

"         pin  connected  deck  span  (illustrated)  338 
"               "         pin  connected  through  span  (illus- 
trated)  341,  342 

plate  girder  span  (illustrated)..  326,  334-336 

"  "         pony  riveted  truss  (illustrated) 339 

'•  "         pony  truss  (illustrated) 327 

"  "         proportioning  of  parts  . 307 

"  quality  of  material 304 

"              "         through  pin  connected  truss  (illus- 
trated)   328 

"  through  riveted  truss  (illustrated).  .  340 

"  "         traction 304 

"  "         wind  pressure 302 

"         workmanship 316 

"        cranes 269 

depots 154 

draw  bridges 319 

"         elevated  structure  (illustrated) 329 

"         train  shed  (illustrated) 157 

trestle  towers 319 

turntables 319 

Railway  bridges 285 

"        clearances    and     dimensions     (illus- 
trated)   286 

"        specification  for 296 

Reduced  areas,  punched  work  (table) 291 

Ribbed  steel  floor  plates 184 

Ridge  rolls 240 

"       rolls  for  corrugated  sheet  iron  work 226 


PAGE. 

Rivet  steel,  quality 80 

Riveted  columns,  sections  of  (illustrated) 86 

Riveted  steel  pipe 255 

Rolling  shutters 227,  228 

"        steel  shutters  (illustrated) 231 

Roofs 1 53-156 

"      hinged  arch  truss 154 

"      of  fire-proof  buildings  (illustrated) 112 

Round  cast  iron  columns,  strength  of 65-69 

Round  tanks,  table  of  capacities 257 


s. 


Saddles.  . 
Safe  load 


Phoenix  columns 53~6o 

"        "      round  cast  iron  columns 65  69 

"        "      square  cast  iron  columns 7°~74 

"        "      steel  beams 48-52 

"        "      Zee  bar  columns 61-64 

Sashes  and  frames,  metal  windows 411 

Saw  tooth  roof  (illustrated) 232,  237. 

Shearing  and  bearing  value  of  rivets,  table  of 295 

Shed  building's '53-156 

Sheet  iron  doors 244 

"      metal  covered  doors 244 

"      metal  work 224-229 

"           "          "      ornamental 405 

"           "          "      Standard  Specification    238-245 

Shutter  eyes 414 

Shutters 414 


445 


Shutters,  Standard  Specification. 

Sick-walk  lights 

lights  (illustrated). 

Silk  mill  (illustrated) 

Sills.  . 


I'AOE. 

242-245 

352 

354,  355 


Skeleton  construction  (illustrated) 

Skylights  228, 

Slate  treads  and  platforms 

Smoke  stacks 

"      (illustrated) ...      248, 

"  "      table   of  dimensions    for    given    horse 

power 

Snow  guards 

Spacing  purlins  on  roof  for  sheet  iron  work 

Specification  Standard,  for  highway  bridges 

"  "  "    railway  bridges 

"    rolled  steel 

"  "  "    sheet  metal  work 

Square  cast  iron  columns,  strength  of 

tanks,  table  of  capacities 

Staircases  

Stairs  (illustrated) 

Standard  beam  connections  (table) 

cast  separators  for  beams  (table) 

punching  (table) 

Specifications,  highway  bridges 

"  railway  bridges 

"  rolled  steel 

"  sheet  metal  work 

windows,  doors,  shutters. .  . . 
Steamship  docks 


329, 


101 
241 

414 
246 


249 

4'5 
239 

320-322 

296-319 

77-82 

238-245 

7°-74 

258 

383 

385  393 
85 


320  332 

296-319 

77-82 

238-245 
242-245 
279,  280 


Steel  derrick  (illustrated) 

'      docks  and  piers 

'      docks  and  pier  (illustrated) 

flag  poles 

'       floor  plates 

plant  (illustrated) 

'      riveted  pipe 

'      structural,  inspection  of 

tanks  

Store  (illustrated) 

'       building,  Trinidad  (illustrated) 

'       Cape  Town  (illustrated) 

'       Mexico  (illustrated) 

Street  car  shops  (illustrated) 

Strength  of  sections,  explanation  of  tables 

"         Phoenix  columns 

"        round  cast  iron  columns 

"        square  cast  iron  columns 

' '        steel  beams 

"        Zee  bar  columns 

Structural  steel  work,  descriptive 

Sugar  mill  (illustrated) 189 

"    cranes  (illustrated) 

"        "    overhead  crane  (illustrated) 


T. 


Table  of  angles,  dimensions  and  weights. 
"      "        "       punching  of  flanges 
"       "        "       sections.  . 


270,  271 

279,  »8o 

281-284 

414 

184 

•77 

»55 

77-82 

255 
129 

>43 
>5» 

'35,  '39 
1 80 

75 

53-6° 
65-69 
70-74 
48-52 
61-64 
105-1 10 

220,  223 
268 
272 


22,    24 

»3 
21,    23 


446 


Table  of  beams,  deck,  dimensions  and  weight 20 

"  "  "  dimensions  and  weight 17 

"  "  "  punching  of  flanges 83 

"  "  "  punching  webs  for  separators 84 

"  "  "  strength  of 47~52 

"  "  bulb  angles,  dimensions  and  weight 29 

"  "  capacity  round  tanks 257 

"  "  capacity  square  tanks 258 

"  "  centrifugal  coefficients,  bridge  work 291 

"  "  channels,  dimensions  and  weights 20 

"  •'  channels,  punching  of  flanges 83 

"  "  coefficients  of  impact,  bridge  work 290 

"  "  column  Zee  bars,  sections  and  dimensions.  . .  39-42 

"  "  deck  beams,  dimensions  and  weights 20 

"  "  deductive  areas,  punching 291 

"  "  elevation  of  outer  rail  for  bridges 291 

"  "  English  horse  power,  equivalent  to  French 

horse  power 250 

•'  "  French  horse  power,  equivalent  to  English 

horse  power 250 

"  "  feet  equivalent  to  metres 87 

"  "  kilograms  equivalent  to  I/IO  Ib.  avoirdupois..  91 

"  "  "  equivalent  to  Ibs.  avoirdupois....  91 

"  "  "  per  metre  equivalent  to  Ibs.  per  ft.  92 

"  "  maximum  bending  moments,  bridge _work  ..  288,  289 

"  "  maximum  bending  moments  and  'bearing 

values  of  pins 293 

"  "  metres  equivalent  to  each  '/I00  of  an  inch. .  .  88-90 

"  "  metres  equivalent  to  feet 87 

"  "  permissible  compressive  strains,  bridge  work  292 

"  "  permissible  shearing  strain  on  web  plates.  .  .  294 


PAGE. 

Table  of  Phoenix  columns,  strength  of 53 -60 

"       "  plates,  sections 13 

"       "  punching  of  beam    flanges,  beams,  channels 

and  angles 83 

"       "  shearing  and  bearing  value  of  rivets 295 

"       "  size  of  smoke  stacks  for  given  horse  power. .  249 

"       "  standard  beam  connections 85 

"       "         "         cast  separators  for  beams 84 

"       "          "          punching 83 

"       •'  weights,  steel  deck  beams 20 

"       "                   steel  eye  beams 17 

"      "         "        tees 27 

"      "         "        zees 31 

"       "  wind  pressure  for  bridge  work 290 

"       "  Zee  bar  columns,  dimensions 39~42 

"       "     "    bar  columns,  strength  of 61-64 

"       "     "    bars,  dimensions  and  weights 31 

Tank  towers 274 

"     towers  (illustrated) 276 

Tanks 255 

"       (illustrated)    256,  259,  260 

"       round,  table  of  capacities 257 

"       square,  table  of  capacities 258 

"       table  of  capacities 257 

Tees,  dimensions  and  weight 27 

"      sections  (illustrated) 25,  26 

Tensile  strength  structural  steel Ti~%2 

Theatres  (illustrated) '60 

Tower  cranes  (illustrated) 267-269 

"        for  bell  (illustrated) 275 

"       for  tanks  (illustrated) 276 


447 


Tower  for  water  tank 

Towers,  tank  and  bell 
Traction,  railroad  bridges. 

Trestle  towers 

Turntables  . 


MO1 

278 
274 


V. 


Variation  in  weight,  structural  steel  and  cast  iron. 
Ventilators  .  .  


3  '9 
3'9 


77-82 
228,  241 


w. 

Walls  for  buildings  in  tropics 1 1 5,  1 1 6 

for  fire-proof  buildings  (illustrated) 112 

Warehouse  (illustrated) 128,  221,  222,  233,  234 

Cape  Town  (illustrated) 148 

Water  pipe 255 

tanks 255 

tower  (illustrated)    278 

Weights,  angles 22,  24 

bulb  angles 29 

Phoenix  columns  (illustrated) 33-38 

"        steel  deck  beams  (table) 20 

steel  eye  beams  (table) 17 


Weights,  tees  (table) 

"         /.ccs  (table) 

Wheel  guards 

Wind  pressure  for  bridges  (table) 

"  "         highway  bridges 

"  "        railroad  bridges 

Windows,  iron 

iron  (illustrated) 

metal  sashes  and  frames 

pivoted 

Standard  Specification  of 

wood 

Wire  guards 

Wood  windows 

Wooden  handrails  for  staircases 

' '        sashes  and  frames  for  windows. 
Workmanship,  railroad  bridges 


3' 


290 

3" 
302 

*43 
413 
4" 
227 
242 
242 

4«5 
242 

4'5 
4«5 


Zee  bar  columns,  dimensions  (table) 39~4* 

"    bar  columns,  strength  of  (table) 61-64 

••    bars,  dimensions  and  weight  (table) 31 

"    bars,  method  of  increasing  areas  (illustrated)  ....  32 

"    bars,  sections  (illustrated) 30 


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